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Home My WebLink About19745-z FORM NO. 4 TOWN OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Town Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No Z-22275 Date APRIL 23, 1993 THIS CERTIFIES that the building ACCESSORY Location of Property 53095 MAIN ROAD PECONIC NEW YORK House No. Street Hamlet County Tax Map No. 1000 Section 75 Block 5 Lot 14.1 Subdivision Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated MARCH 27, 1991 pursuant to which Building Permit No. 19745-Z dated MARCH 28, 1991 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is TELECOMMUNICATIONS TOWER & EQUIPMENT BUILDING AS APPLIED FOR The certificate is issued to TOWN OF SOUTHOLD (owner) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL N/A UNDERWRITERS CERTIFICATE NO. N-199854 - AUG. 13, 1991 PLUMBERS CERTIFICATION DATED N/A 'i uilding Inspector Rev. 1/81 I WORK NO. f r TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL SOUTHOLD, N. Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) W 19745 Z Date ...........~..W. .'A ....a 8........., i9.9..~. Permission is hereby granted to: S.a a.. d U T .a~ tto~ s... C Y..°we i . ~ . .!..:'.ti. at premises located of ....3.G4 .S? ^......s......ce....d.....X.... County Tax Map No. 1000 Section . !;~.l.~ Block Q...~...... Lot No....1..T.:...t......... pursuant to application dated .C-XJ..... 19.9.1., and approved by the Building Inspector. Fee u (ding Inspector Rev. 6/30/80 t, > Form No. 6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY A. This application must be filled in by typewriter OR ink and submitted to the building inspector with the following: for new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, - streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. .A properly completed application and a consent to inspect signed by the applicant. If a Certificate of occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00. Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $5.00 over 5 years - $10.00 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15'./00,~jCommercial / $15.00 / Date .45A _.1V...O.': New Construction.... y Old Or Pre-existing B/~uild~in............ p /v Location of Property..~3.0.~.~.t?/~.~:1Y.~............... J... House No. Street Hamlet p Onwer or Owners of Property ...7Oa~. Y. ~ County Tax Map No 1000, Section. Q.~? ......Block.............Lot...~..7~..1........... Subdivision ....................................Filed Map....... .Loon.... Permit No~ . L f~-Date Of Permit 3.d ~j .Applican+~~ f ~W~L YS~L . !l Health Dept. Approval ..........................Underwriters Approval......................... Tanning Board Approval 1equest for: Temporary Certificate........... Final Certicate..!:......, ?ee Submitted: $...l -A `0 na~,~ a APPLICANT , M-1802 BUILDING DEPT. INSPECTION [ ] FOUNDATION 1ST [ ) ROUGH PLBG. FOUNDATION 2ND [ ] INSULATION [ ] FRAMING FINAL REMARKS: 11L ~C~ DATE INSPECTOIC -77 '1ELD 1 ~OMMLNT~ H FOUNDATION (1st) V, FOUtJDATZOtJ (2nd) ~O y 2. o U, W ROUGH FRAI4E & PLUMBING H 3. m m INSULATION PER N. Y. STATE ENERGY CODE x 3 r m 4. ,A 'J H r FINAL z ADDITIONAL COMMENTS: m -i m ' - x a Rj H J O 1 Z ~ • x m q • r ' H C7 . m ^o H ENGINEERING CONSULTANTS Pc GEOTECHNICAL INVESTIGATION FOR METRO ONE FACILITY PECONIC POLICE DEPARTMENT SOUTHOLD, LONG ISLAND, NEW YORK TABLE OF CONTENTS SECTION ITEM PAGE 1.0 PURPOSE AND SCOPE 1 2.0 PROJECT DESCRIPTION 1 3.0 SITE DESCRIPTION 1 4.0 SUBSURFACE INVESTIGATION 2 4.1 Borings 2 4.2 Laboratory Testing 3 5.0 SUBSURFACE DESCRIPTION 3 6.0 FOUNDATION RECOMMENDATIONS 4 6.1 Tower Foundation 4 6.2 Building Foundation 6 7.0 GENERAL EARTHWORK CONSTRUCTION CRITERIA 7 7.1 Lattice Tower and Modular Building Foundations 7 8.0 LIMITATIONS 9 FIGURE 1 SITE LOCATION MAP FIGURE 2 BORING LOCATION PLAN APPENDIX I BORING LOGS APPENDIX II LABORATORY TEST RESULTS ENGINEEPING CONSULTANTS PC 1.0 PURPOSE AND SCOPE A geotechnical investigation was performed in order to determine the subsurface conditions, delineate engineering characteristics of the subsurface materials and establish foundation design criteria for the proposed Metro One facilities to be located at the Peconic Police Department in Southold, Long Island, New York (Site No. 229.1.3). The investigation consisted of a series of three (3) borings drilled by Soiltesting, Inc. at representative locations in the vicinity of the proposed building and tower. The results of the investigation and associated engineering analysis are discussed herein. 2.0 PROJECT DESCRIPTION The proposed project involves the construction of a 125 feet lattice ommunication tower and a proposed 14 foot by 28 foot modular building which will house associated equipment. Final tower size, configuration and location are tentative at this time. 3.0 SITE DESCRIPTION The proposed site for the Metro One facility is located in the town of Peconic, Southold, Suffolk County, Long Island, New York, as shown on Figure 1. The site is located on municipal property used for various town departments. Access to the site is from Main Road adjacent to the Peconic Police Department. The site is situated in the north west corner of the maintenance and storage yard. The yard is undeveloped with no indications of foundations or utilities. The topography slopes -1- T E. C-. 't1'4SC ENGINEEP,NG CONSULTANTS PC gently down from east to west at an approximate grade of 15' . Vegetation at the site consists of low grass with several 5-10 inch diameter trees. No evidence of surface water was observed at the site. 4.0 SUBSURFACE INVESTIGATION The subsurface investigation was comprised of three (3) borings performed by Soiltesting, Inc. on February 27, 1991 in the locations indicated on Figure 2. The boring data obtained was supplemented by laboratory testing in order to verify field classification of soil samples. The borings and laboratory testing of soil samples are described herein. 4.1 Borings Tectonic Engineering Consultants' geotechnical representative was present during the drilling operations to monitor the work and modify the boring program as necessary to accommodate actual 94 conditions. Boring PP-1 and PP-2 were drilled at the proposed lattice tower locations while boring PP-3 was drilled at the proposed equipment building location. The borings were advanced by power auger drilling methods utilizing a 2 in. hollow stem auger. Borings PP-1 and PP-2 were advanced to total depths of 42 ft. while boring PP-3 was advanced to a final depth of 17 ft. Standard Penetration Testing (SPT) and split spoon sampling was performed at maximum 5 ft. intervals in accordance with ASTM DISH. Boring logs are contained in Appendix I. - 2 - ENGINEERING CONSULTANTS GC 4.2 Laboratory Testinq Laboratory testing was performed on representative soil samples to verify field classification of samples and establish index properties of the soils. Testing included the following: a. Moisture content, ASTM D2216 b. Particle Soil Analysis, ASTM D422 In all, three (3) samples were tested. Laboratory test results are contained in Appendix II. 5.0 SUBSURFACE DESCRIPTION Results of the borings indicate that the subsurface soils at the site generally consist of stratified granular coastal plain sediments to a depth of at least 42 feet. The three (3) borings indicated similar results with respect to soil classification, depths to the groundwater table and SPT values. Surficial soils consisting of a silty topsoil and subsoil extend to a depth of approximately 3 feet. Granular sediments were observed in the borings from 3 feet throughout the full depth of the borings. These sediments in the borings were very consistent and comprised of uniform fine to coarse sand with less than 5% silt or gravel. The sediments observed at the new lattice tower location are medium dense to dense, as indicated by the Standard Penetration Testing values obtained during drilling. In boring PP-1, SPT values ranging from 14 to 58 blows per foot with an average of approximately 28 blows per foot were obtained excluding the surface samples. The sediments observed during the drilling of - 3 - ENGWEEFMG CCNSULTANTS PC boring PP-2 appeared to also be medium dense to dense. Excluding the surface SPT value from 0 to 2 feet, the SPT values ranged from 13 to 42 blows per foot with an average of approximately 23 blows per foot. At the building location, boring PP-3 indicated a similar type of soil deposit with slightly higher SPT values. The SPT values ranged from 20 to 51 blows per foot, with an average value of approximately 32 blows per foot. Groundwater was observed at a depth of approximately 18 feet in borings PP-1 and PP-2. Due to the relatively high permeability of the sediment at the site, these groundwater levels can be considered stabilized, and representative of long term groundwater conditions. Seasonal fluctuations may occur, and significantly higher levels should be expected during or shortly after periods of heavy precipitation. 6.0 FOUNDATION RECOMMENDATIONS Based on the design considerations; economic feasibility, and results of the subsurface investigation, recommended foundation systems for the proposed structures are as follows: 6.1 Tower Foundation To accommodate static compressive loads due to the weight of the structure itself, external shear loads, and the large uplift forces created by overturning moments associated with wind and - 4 - TEC-1';_ NIC ENGINEERING CONSULTANTS PC ice loading on the lattice tower, it is recommended that the tower be supported on a large common mat foundation or individual spread footings for all three (3) tower legs. The spread footings or common mat foundation should be founded at least 3.5 feet below grade to ensure adequate frost protection. Deeper embedment depths should be provided as necessary to resist the uplift forces imposed on the foundation by external overturning moments. Individual piers could then be extended to grade for support of the tower legs. The foundation subgrade should be proofrolled as described in Section 7.0 under the supervision of a geotechnical engineer. Areas of soft or loose soils as indicated by pumping and/or weaving should be over excavated and replaced with structural fill within the zone of influence beneath the mat foundation. The limits of the zone of influence are described in Section 7.1. Structural fill placed to reestablish grade in over excavated areas beneath the mat should comply with the placement methodology and material characteristics as described in Section 7.0. Based on implementation of these procedures, an allowable maximum bearing capacity value of four (4) kips per square foot should be assumed for design of the concrete mat foundation. Additionally, a friction coefficient value (fs) of 0.40 should be used for establishing the base shear capacity of the concrete foundation placed on natural soils. For determining lateral resistance of the foundation soils to provide addition capacity against - 5 - TECTONIC ENGINEEArNG CONSULTANTS PC sliding, a passive pressure coefficient value (Kp) equal to 3.39 should be used based on a 33 degree angle of internal friction. Passive pressure resistance should be assumed below the top of footing only. If necessary, a shear key should be provided or the mat widened to increase the sliding resistance of the foundation. For determining the uplift capacity of the foundation system to resist overturning, a unit weight of 130 PCF should be used for compacted structural fill placed above the concrete mat. Foundations should be designed for a minimum factor of safety of 2.0 against overturning and 1.5 for sliding resistance. 6.2 Building Foundation The foundation structure for the proposed modular building shall consist of shallow footings and slab-on-grade construction. x~ Continuous wall footings are recommended which would bear on competent foundation materials at least four (4) feet below finished grade to ensure proper frost protection. Over-excavation below the recommended foundation depth within the zone of influence beneath the footings may be required if loose or soft zones are encountered during preparation of the foundation subgrade. The wall footings could then be extended to this lower depth or the over-excavated zone could be backfilled with structural fill to reestablish footing subgrade. Structural fill characteristics and placement methodology shall conform with the requirements indicated in Section 7.0. Minimum wall footing - 6 - °f ECTOLNUC ENGINEERING CONSULTANTS PC widths should be IS inches. Based on implementation of the aforementioned recommendations, a bearing capacity of five (5) kips per square foot may be used for design of footings bearing on natural soil. In order to prevent entrapment or build-up of water beneath the foundation which may occur during periods of extended precipitation, the continuous wall footings shall be provided with a drainage system. Conceptually, this system would consist of a 4 inch perforated pipe enveloped in crushed aggregate extending around the foundation perimeter. Slab-on-grade construction shall consist of a concrete mat underlain by a viscuine vapor barrier and 6 inches of compacted crushed aggregate. The aggregate shall in turn be underlain by either compacted natural subgrade soils or structural fill. The structural fill should meet the compaction and gradation requirements discussed in Section 7.0 of this report. A subgrade modulus of 500 kips per cubic feet is recommended for the design of slabs-on-grade. 7.0 GENERAL EARTHWORK CONSTRUCTION CRITERIA 7.1 Lattice Tower and Modular Building Foundations All areas within the tower mat footprint and modular building to be modified as a part of this project should be stripped of existing vegetation and topsoil and the subsoils excavated to a -7- E T9'1"'T Cl N i ENGMEERMG MNSNLTANTS P C minimum depth of 24 inches below existing grade to ensure removal of unsuitable material. Further excavation for the tower mat and modular building footings shall be performed as necessary to provide the required embedment for frost protection of the mat footings and resist the overturning moments due to lateral loading on the tower. Where feasible, all subgrades should be proofrolled with a ten (10) ton roller under the direction of the geotechnical engineer to verify the acceptability of the subgrade prior to placement of fill or concrete. In areas of limited access, proofrolling should be performed with at least a two (2) drum walk behind roller or equivalent as approved by the geotechnical engineer. If soft or loose soil is encountered, further excavation should be employed until unsuitable material within the zone of influence beneath the foundation is removed. The zone of influence is defined as the area that extends below the footing/mat and laterally either 5 feet past the edge of footing or within an area defined by a -one horizontal to one vertical line sloping from the bottom edge of the footing to the designated bearing stratum whichever is greater. Over-excavated areas should be backfilled with lean concrete or structural fill. All subgrades should be inspected by a geotechnical engineer to verify the acceptability of the subgrade prior to placement of fill or concrete. Structural fill placed to reestablish footing subgrade in over- excavated areas or to establish grade beneath the slab-on-grade -8- F a ENGINEERING CONSULTANTS PC should be a well graded (Cu >6) durable granular material meeting the following gradation requirements: Sieve Size % Passing By Weight 1 1/2 inch 100 No. 4 30-80 No. 10 5-40 No. 200 0-10 All fill material should be placed in a maximum loose lift thickness of 8 inches and compacted with a minimum four (4) passes of a ten (10) ton roller to at least 95% maximum dry density as determined in accordance with ASTM D1557. For areas where only hand tamping is feasible, loose lift thickness should be limited to four (4) inches and compacted to a minimum density of 95% in accordance with ASTM D1557. 8.0 LIMITATIONS Our professional services have been performed using that degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical engineers and geologists practicing in this or similar situations. The interpretation of the field data is based on good judgement and experience. However, no matter how qualified the geotechnical engineer or detailed the investigation, subsurface conditions cannot always be predicted between the points of actual sampling and testing. No other warranty, expressed or implied, is made as to the professional advice included in this report. -9- ENGINEERING CONSULTANTS PC This report has been prepared for the exclusive use of Juengert Grutzmacher Associates for the specific application to the proposed Metro One Facility located at the Peconic Police Station, Southhold, Long Island, New York. In the event that any changes in nature, design or location of proposed building and/or site facilities are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions modified or verified in writing by Tectonic Engineering Consultants P.C. It is recommended that Tectonic Engineering be retained to provide construction monitoring and inspection services to ensure proper implementation of recommendations contained herein, which would otherwise limit our professional liability. - 10 - FIGURES x f(a~ton R. xr e° ra ; x.x,.uraMvrK BEE 1 y: °ds b~, ~lJ~i• i v cr' oc9 BE~~~~~ § AIBr CATIO a r pt"`: o k. UTHOL X-P y,,. BIF DON \ 35 L1~e1 Landing Founde~ rn Landing Il d ork7 [r' M V SOUTH 0 L D III E ; BAY w.I f~ p ~oC k Pai [nom ~ ~ Ca ®I TECTONIC ENGINEERING CONSULTANTS P. C. F-0. B. H7. a R., Bs .I,hi..d M114. N.Y. (B,.) 92e-8S 1 SITE LOCA110N MAP Metro One Peconic Police Department Southold, Long Island, N.Y. Mps+e N. cpr.m.~ OaY 11M GYw an.liN Ns Rw 755.229.1.3 Figure 1 0 N.T.S. S. / of i + f 10, \ ~yP~ + ~o. f \ \ q0 ®I TECTONIC ENGINEERING CONSULTANTS P.C. P.O. Box 447, 800 Route 32 Highland Mills, N.Y. (914) 028-8831 BORING LOCAMON PLAN Metro One Peconic Police Department Southold, Long Island, N.Y. APPn for cawavua~ gw Wilk IME,I gN~kro N0. 9.. w B 91 755.229.1.3 Figure 2 0 N.T.S. i APPENDIX I TYCTONIC ENGINEERING CONSULTANTS P.C. BORING No. PP-1 (Tower) ~iletu'jI AT R141 318-owl PROJECTMetro One - Peconic Police Dept., Southold, L.I., N.Y. o DATE TIME DEPTH CASING SHEET NO.: 1 OF 2 OWNER Metro One - - 18' - PROJECT NO.:755.229.1.3 CONTRACTOR Soil Testing, Inc. c~3 - - - ELEVATION: 18'-6" METHOD OF AOVANC. BORING DEPTH CSG. SAMP. CORE TUBE DATUM: MSL POWER AUGER 0 TO 42' TYPE HSA SS - - DATE START: 2/27/91 HAND CHOP. W/MUD: W/WATER TO DL4. 2 1/2" 1 3/8° - - DATE FINISH: 2/27/91 ROT. DRILL: W/MUD: W/WATER TO WT. - 140# - - DRILLER: R. Teanglie DIAMOND CORE TO FALL - 30" - - INSPECTOR: J.D.V. SAMPLES r 0 DESCRIPTION REMARKS F- DO p O arcm U O z z M19- a z 1 4° Topsoil 1 5 2 S-1 SP- M Light brown SILT & f. SAND, 3 SM trace Clay 2 4 ` 3 Chop e of strata noted at 4 3'- 5 5 25 6 58 24 S-2 SP M Brown c-f SAND, some m-f Gravel 34 7 24 8 9 10 10 10 11 20 9 S-3 SP M Light brown c-f SAND, some Gravel 11 12 9 13- 14- 15 15 8 16 17 8 S-4 SP M Light brown c-f SAND, little Gravel 9 17 10 18 Groundwater noted 18' 19 20 20 5 21 28 9 S-5 SP W Light brown c-f SAND, little Gravel 19 22 14 23 24 25 25 s ELAPSED TIME FOR STATIC READING ss CHANGES IN STRATA ARE INFERRED ® TECTONIC ENGINEERING CONSULTANIS P.C. r Jk-""t d" BORING No. PP-1 (Tower) PROJECT Metro One - Peconic Police Dept., Southold U. N.Y. SHEET IN 2 OF 2 OWNER Metro One PROJ ECT N0.:755.229.1.3 SAMPLES ' z z W RECOV. _j LU _ am x m DESCRIPTIONREMARKS o Iamm An 'Ea°N m tao~n z 25 25 4 26 19 7 S-6 SP W Brown c-f SAND. trace f-m Gravel, 12 trace Silt 27 14 28 29 30 a 30 31 14 5 S-7 SP- W Light brown c-f SAND & m-f GRAVEL 9 GP 32 10 33 34 35 35 6 36 25 12 S-8 SP- W Light brown c-f SAND & m-f GRAVEL 13 GP 37 14 38 39 40 40 18 41 39 20 S-9 SP- W Light brown c-f SAND & m-f GRAVEL 19 CP 42 20 43 End of Boring at 42' 44 45 45 46 47 48- 49 50 50 51 52 • ELAPSED TIME FOR STATIC READING CHANGES IN STRATA ARE INFERRED ® I TmCTONIC ENGINEERING CONSULTANTS P.C. Gy°nw~d'ant: 0.1 in 118-m BORING No. PP-2 (Tower) PROJECT Metro One - Peconic Police Dept., Southold, L.I., N.Y. d DATE TIME DEPTH CASING SHEET NO.: 1 OF 2 OWNER Metro One - - - - PROJECT NO.:755.229.1.3 CONTRACTOR Soil Testing, Inc. 03 - - - - ELEVATION: 18'-8" METHOD OF ADVANC. BORING DEPTH CSG. SAMP. CORE TUBE DATUM: MSL POWER AUGER 0 TO 42" TYPE HSA SS - - DATE START: 2/27/91 HAND CHOP. W/MUD: W/WATER TO DIA. 2 1/2" 1 318' - - DATE FINISH: 2/27/91 ROT. DRILL: W/MUD: W/WATER TO WT. - 140# - - DRILLER: R. Teanglie DIAMOND CORE TO FALL - 30" - - INSPECTOR: J.D.V. SAMPLES r` Z z Az) RECOV. ~m DESCRIPTION REMARKS W ~,,/7 d,., o O O 6.o:m Z m U Z 2 4" Topsoil 1 9 4 S-1 SP- M Brown c-f SAND & SILT 5 SM 2 4 3 Changa of strata noted at 3"-0" 4 5 21 5 6 42 22 S-2 SP M Brown c-f SAND, trace f. Gravel 20 7 21 8 9 10 9 10 11 23 12 S-3 SP M Light brown c-f SAND" little f. Gravel 11 12 12 13 14 15 15 10 16 23 11 S-4 SP M Light brown c-f SAND" little f. Gravel 12 17 12 18- V Groundwater noted 18" 19 20 12 20 21 24 12 S-5 SP W Brown c-f SAND, little f. Gravel 12 22 114 23 24 25 25 _ -L I ~ s ELAPSED TIME FOR STATIC READING CHANGES IN STRATA ARE INFERRED ' ®I TQCTONIC ENGINEERING CONSULTANTS P.C. 047 119. f 4" 838 w BORING No. PP-2 (Tower) PROJECT Metro One - Peconic Police De t. Southold LI. N.Y. SHEET NO.: 2 OF 2 OWNER Metro One PROJECT NO.:755.229.1.3 SAMPLES 7zwo RECOV. m ° DESCRIPTION REMARKS z ~1 9-1 R9 ::E 25 25 13 26 26 12 S-6 SP W Brown c-f SAND, little t. Gravel 14 27 14 28 29 30 7 30 31 13 7 S-7 SP W Light brown c-f SAND, trace f. Gravel 6 32 6 33 34 35 6 35 36 15 6 S-6 SP W Light brown c-f SAND, trace f. Gravel 37 e 38- 39 40 7 40 41 14 7 S-9 SP W Light brown c-f SAND, little f, Gravel 42 7 43 End of Boring at 42' 44 45 45 46 47 48 49 50 50 51- 52- ELAPSED TIME FOR STATIC READING s: CHANGES IN STRATA ARE INFERRED ® I TiCTONIC ENGINEERING CGNSUL7ANI5 P.C. XlgNund NIN. Ne4°r. et4 Bze_ss3l BORING No. PP-3 (Building) PROJECT Metro One - Peconic Police Dept., Southold, L.I., N. o DATE TIME DEPTH CASING SHEET NO.: 1 OF 1 OWNER Metro One z~ Q - - - - PROJECT NO.:755.229.1.3 CONTRACTOR Soil Testing, Inc. - - - - ELEVATION: 181-6" METHOD OF ADVANC. BORING DEPTH CSG. SAMP. CORE TUBE DATUM: MSL POWER AUGER 0 TO 17' TYPE HSA SS - - DATE START: 2/27/91 HAND CHOP. W/MUD: W/WATER TO DIAL 2 112" 1 3/8" - - DATE FINISH: 2/27/91 ROT. DRILL: W/MUD: W/WATER TO Wr. - 140# - - DRILLER: R. Teanglie DIAMOND CORE TO FALL - 30' - - INSPECTOR: J.D.V. SAMPLES z z W RECOV. w a a m F m DESCRIPTION REMARKS Z rctt 0 =O w z ~SZ o a O 0. m U z 1 4" Topsoil 1 5 2 S-1 SP- M Brown SILT & c-f SAND, 3 SM trace Clay 2 5 Chan a of strata noted at 3 2'-V 4 5 5 17 6 51 27 S-2 SP M Brown c-f SAND, trace Gravel 24 7 23 8 9 10 10 7 11 24 10 S-3 SP M Brown c-f SAND, little Gravel 14 12 16 13 14 15 15 10 16 20 9 S-4 SP M Tan c-f SAND, little Gravel 11 17 13 18 End of Boring at 17' 19 20 20 21 22 23 24 25 25 . ELAPSED TIME FOR STATIC READING »s CHANGES IN STRATA ARE INFERRED APPENDIX 11 w 1H513M A8 U3SUVOO iN3083d c 0 o ro 0 0 0 0 o 00 a Q a " Yr ~ O J I O U v ri Qrd. 0 H L r o o FO- O U W Q p W K Q ~ O O • 8 d H mm- O O cc w co z z~ ~ LL W O W W J O O J O J Q M Q O W N = K Q N N W 3: H H ~ H O O ~ W 'J y ro a ~ U W v W Z yNy.~~ S O J-~ z^ W e o Z U LL LL 41 w „-I W • a O ~ ¢ U U ~ W 0 a E U x w w~ Q N a H ° 0 F y ¢ Q 0z Q Q C+ o i 0 Z ? J Q N O N V 0 > j N M U Z w Z V F3 p Z C/] 1L w W O N m b N O O rv O O J N 'iE I LL u 1H913M AH U3N1:i 1N3JUjd y a w i r i w 1H`J13M A8 li3S}iv0~ iN3~a3d yi O 0 (OV M V N b On 0 q O V o •rl Pa Z M ~ w S a ,n Q W ° ~ In I ~ O _ x N G O O 'a V = H 3 O a~i U ~ O W d a 0 a r 0 0 N tl ~ r z nµ ¢ LL ? ~ W 4U W N Q b J J b o J z 6 ah in b Z ~ Q N tl Q 2 b ¢ N d C7 b O U N W tl b Z Z o ~ ~ W Z o ? U LL LL 2 . W y Z Q O " dcc U II? 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TO' SENDER: FROM: Metr one/Cel ula~ lepon, Company SYSTEM IMPLEMENTATION DEPARTMENT 365 West Passaic street 5th Floor Rochelle Park, NJ 07662 NUMBER OF PAGES: -CQ Z2zC1Ai TNaTjz-u=QN= PLEASE: CALL TO DISCUSS Cs~GL SHOULD YOU HAVE ANY QUESTIC CALL TO CONFIRM FOLLOW UP NO LATER COMMENT -7A!2 42 365 West Passaic Street, Rochelle Park, New Jersey 076624016 s {201} 587-7886 ¢k a 100 39Nd 3N0-0 113W. WQbj ?S E _ 15+ TECTONIC CNGiNEEAwp COryLI/liawiBVIG'~'--'+~. ice loading on the lattice tower, it is recommended that the tower be supported on a large common mat foundation or individual A spread footings for all three (3) tower legs. The spread footings or common mat foundation should be founded at adequate frost least 3.5 feet below grade to ensure ode protection, Deeper embedment depths should be provided as necessary to resist the uplift forces imposed on the foundation by external overturning moments. Individual piers could then be extended to grade for support of the tower legs. The foundation subgrade should be proofrolled as described in Section 7.0 under the supervision of a geotechnical engineer. Areas of soft or loose soils as indicated by pumping and/or weaving should be over excavated and replaced with structural fill within the zone of influence beneath the mat foundation. The limits of the zone of - influence are described in Section 7.1. Structural fill placed to reestablish grade in over excavated areas beneath the mat should comply with the placement methodology and material characteristics as described in Section 7.0. Based on implementation of these procedures, an allowable maximum bearing capacity value of four (4) kips per square foot should be assumed for design of the concrete mat foundation. Additionally, a friction coefficient value (fs) of 0.40 should be used for establishing the base shear capacity of the concrete foundation placed on natural soils. For determining lateral resistance of the foundation soils to provide addition capacity against -5- 4- eea 3L)dd .3N0-0~113W,;.Woaj •zd. l5 k& e.+.,e•' T F--C T 13MCi GOU9ULTCN*49E- ?-2 appeared to also be medium dense to dense. Excluding r ` e surface SPT value from 0 to 2 feet, the SPT values ranged from 13 to 42 blows per foot with an average of approximately 23 blows per foot. At the building location, boring PP-3 indicated a similar type of soil deposit with slightly higher SPT values. The SPT values ranged from 20 to 51 blows per foot, with an average value of approximately 32 blows per foot. Groundwater was observed at a depth of approximately 18 feet in borings PP-1 and PP-2. Due to the relatively high permeability of the sediment at the site, these groundwater levels can be considered stabilized, and representative of long term groundwater conditions. Seasonal fluctuations may occur, and significantly higher levels should be expected during or shortly after periods of heavy precipitation. 6.0 FOUNDATION RECOMMENDATIONS Based on the design considerations; economic feasibility, and results of the subsurface investigation, recommended foundation systems for the proposed structures are as follows: 6.1 Tower Foundation To accommodate static-compressive loads due to the weight of the structure itself, external shear loads, and the large uplift forces created by overturning moments associated with wind and -4- l - 1 - 3NO-0613W Weld SS:Z[ 16..8Z_aeW.--.-, . - ENGINFE.PoNp GONSIATpgTb oC sliding, a passive pressure coefficient value (Kp) equal to 3.39 should be used based on a 33 degree angle of internal friction. Passive pressure resistance should be assumed below the top of footing only. If necessary, a shear key should be provided or the mat widened to increase the sliding resistance of the foundation. For determining the uplift capacity of the foundation system to resist overturning, a unit weight of 130 PCF should be used for compacted structural fill placed above the concrete mat. Foundations should be designed for a minimum factor of safety of 2.0 against overturning and 1.5 for sliding resistance. 6.2 Building Foundation The foundation structure for the proposed modular building shall consist of shallow footings and slab-on-grade construction. Continuous wall footings are «recommended which would bear on competent foundation materials at least four (4) feet below finished grade to ensure proper frost protection. Over-excavation below the recommended foundation depth within the zone of influence beneath the footings may be required if loose or soft zones are encountered during preparation of the foundation subgrade. The wall footings could then be extended to this lower depth or the over-excavated zone could be backfilled with structural fill to reestablish footing subgrade. Structural fill characteristics and placement methodology shall conform with the requirements indicated in Section 7.0. Minimum wall footing -6- ,s 000'..39dd 3N Q, 0. ;C3WhWl4,9'; S r" fl It. kJ.`4t ` widths should be lA inches. Based on implementation of the aforementioned recommendations, a bearing capacity of five (5) kips per square foot may be used for design of footings bearing on natural soil. In order to prevent entrapment or build-up of water beneath the foundation which may occur during periods of extended precipitation, the continuous wall footings shall be provided with a drainage system. Conceptually, this system would consist of a 4 inch perforated pipe enveloped in crushed aggregate extending around the foundation perimeter. Slab-on-grade construction shall consist of a concrete mat underlain by a viscuine vapor barrier and 6 inches of compacted crushed aggregate. The aggregate shall in turn be underlain by either compacted natural subgrade soils or structural fill. The structural fill should meet the compaction and- gradation requirements discussed in Section 7.0 of this report. A subgrade modulus of 500 kips per cubic feet is recommended for the design of slabs-on-grade. 7.0 GENERAL EARTHWORK CONSTRUCTION CRITERIA 7.1 Lattice Tower and Modular Building Foundations All areas within the tower mat footprint and modular building to be modified as a part of this project should be stripped of existing vegetation and topsoil and the subsoils excavated to a -7- 1'.~k Carman-Dunne, PC _O CM onsulting Engineers FRED MEYER, IS., PMWENT CIVIL ENGINEERSISURVEYORS TWO LAKEVIEW AVENUE - LYNBROOK, L. L, N. Y. 11563 MUNICIPAL RICHARD H. SCHROEDER, JR. CONSULTANTS SITE PLANNING TELEPHONE 516-5995563 JOHN J. TOSCANO HIGHWAY MICHAEL R. CAVOU DRAINAGE FACILITIES FAX NO.: 516,593 9873 RAYMOND B. DAWBER STREET LIGHTING TRAFFIC CONTROL SYSTEMS ENERGY CONSERVATION REALTY SUBDIVISIONS June 7, 1991 Town of Southold P.O. Box 1179 Southold, New York 11971 Attention: Mr. Tom Fisher Re: Site Number 229.1.3 Southold (Primary) JGA No. 9037-219 Gentlemen: Pursuant to a request made by the Town of Southold Building Department, enclosed herewith please find four (4) prints of an underconstruction survey of the lattice tower for the above referenced site. Please contact this office if you have any questions or require any further information. Very truly yours, CARMAN-DUNNE, P.C. e _vp John J. Toscano, P.L.S. Vice-President JJT/jmw enc. cc: E. Weingart - Metro-One C. Conover - Metro-One L. Lorimer - Metro-One B. Hagopian - Metro-One T. Browne - JGA Clear* The r llUb ° srr* FACSIMILE LEAD SHEET From Fax # 201- 68-7774 To Fat' DATE: i I TIME: TO! _-yT-.. SENDER: FROM Metro One/Cel ular Telephone Cosspany SYSTEM IMPLEMENTATION DEPARTMENT 365 West Passaic Street 5th Floor RQ,cheile Park, NJ 07662 NUMBER OF PAGES: ~-CQVER PLEASE: CALL TO DISCUSS + C,AS i a iOULD YOT? HAVE AiryUESTT~O CALL TO CONFIRM FOLLOW UP NO LATER COMME1 C C j (rk r , ~ l P ~ s 365 West Passaic Street, Rochelle Park, New Jersey 87662-3015 0 (201) 587-7886 1.00',39 H3 1 .w p } TECTONIC [NEANEERW G CON..UIiONEB DC-~~•~•~.~•... ice loading on the lattice tower, it is recommended that the tower be supported on a large common mat foundation or individual spread footings for all three (3) tower legs. The spread footings or common mat foundation should be founded at least 3.5 feet below grade to ensure adequate frost protection. Deeper embedment depths should be provided as necessary to resist the uplift forces imposed on the foundation by external-- overturning moments. Individual piers could then be extended to grade for support of the tower legs. The foundation subgrade should be proofrolled as described in Section 7.0 under the supervision of a geotechnical engineer. Areas of soft or loose soils as indicated by pumping and/or weaving should be over excavated and replaced with structural fill within the zone of influence beneath the mat foundation. The limits of the zone of , influence are described in Section 7.1. Structural fill placed to reestablish grade in over excavated areas beneath the mat should comply with the placement methodology and material characteristics as described in Section 7.0. Based on implementation of these procedures, an allowable maximum bearing capacity value of four (4) kips per square foot should be assumed for design of the concrete mat foundation. Additionally, a friction coefficient value (fs) of 0.40 should be used for establishing the base shear capacity of the concrete foundation placed on natural soils. For determining lateral resistance of the foundation soils to provide addition capacity against -5- E00' 39tid 3N0-0211.3W-. WOJJ~"zSS ;21,. I5 _4u~x1t~W =r. p a boring PP-2 Appeared .o also be naa~,_ the surface SPT value from 0 to 2 feet, the SPT vat::;,, •xnr)gd from 13 to 42 blows per foot with an average of approximately 23 blows per foot. At the building location, boring PP-3 indicated a similar type of soil deposit with slightly higher SPT values. The SPT values ranged from 20 to 51 blows per foot, with an average value of approximately 32 blows per foot. Groundwater was observed at a depth of approximately 18 feet in borings PP-1 and PP-2. Due to the relatively high permeability of the sediment at the site, these groundwater levels can be considered stabilized, and representative of long term groundwater conditions. Seasonal fluctuations may occur, and significantly higher levels should be expected during or shortly after periods of heavy precipitation. 6.0 FOUNDATION RECOMMENDATIONS Based on the design considerations; economic feasibility, and results of the subsurface investigation, recommended foundation systems for the proposed structures are as follows: 6.1 Tower Foundation To accommodate static compressive loads due to the weight of the structure itself, external shear loads, and the large uplift forces created by overturning moments associated with wind and 4- 00.~„~.`?d,d~,~.w.w~~.~:~as.::. TECTONIC EB69YEEluBp CAASt TMn o6 sliding, a passive pressure coefficient value (Kp) equal to 3.39 should be used based on a 33 degree angle of internal friction. Passive pressure resistance should be assumed below the top of footing only. If necessary, a shear key should be provided or the mat widened to increase the sliding resistance of the foundation. For determining the uplift capacity of the foundation system to resist overturning, a unit weight of 130 PCF should be used for compacted structural fill placed above the concrete mat. Foundations should be designed for a minimum factor of safety of 2.0 against overturning and 1.5 for sliding resistance, 6.2 Building Foundation The foundation structure for the proposed modular building shall consist of shallow footings and slab-on-grade construction. Continuous wall footings are "recommended which would bear on competent foundation materials at least four (4) feet below finished grade to ensure proper frost protection. Over-excavation below the recommended foundation depth within the zone of influence beneath the footings may be required if loose or soft zones are encountered during preparation of the foundation subgrade. The wall footings could then be extended to this lower depth or the over-excavated zone could be backfilled with structural fill to reestablish footing subgrade. Structural fill characteristics and placement methodology shall conform with the requirements indicated in Section 7.0. Minimum wall footing -6- ce s1 .:,ry" a 00 39bd E4. ~113W ,W084 ~i n2l.kaC6.sFl1! ' TECTONIC-_ widths should be 18 inches. Based on implementation of the aforementioned recommendations, a bearing capacity of five (5) kips per square foot may be used for design of footings bearing on natural soil. In order to prevent entrapment or build-up of water beneath the foundation which may occur during periods of extended precipitation, the continuous wall footings shall be provided with a drainage system. Conceptually, this system would consist of a 4 inch perforated pipe enveloped in crushed aggregate extending around the foundation perimeter. Slab-on-grade construction shall consist of a concrete mat underlain by a viscuine vapor barrier and 6 inches of compacted crushed aggregate. The aggregate shall in turn be underlain by either compacted natural subgrade soils or structural fill. The structural fill should meet the compaction and gradation requirements discussed in Section 7.0 of this report. A subgrade modulus of 500 kips per cubic feet is recommended for the design of slabs-on-grade. 7.0 GENERAL EARTHWORK CONSTRUCTION CRITERIA 7.1 Lattice Tower and Modular Building Foundations All areas within the tower mat footprint and modular building to be modified as a part of this project should be stripped of existing vegetation and topsoil and the subsoils excavated to a _7_ ter.' .•=SS; l ;36. Sea. ltl . a:.,,....500'39Hd -~.,..<<;..3NO-OZI13W W089- BOARD OF HEALTH FORM NO.1 3 SETS OF PLANS " TOWN OFSOUTHOLD SURVEY CHECK " " " BUILDING DEPARTMENT SEPTIC FORM TOWN HALL SOUTHQLII, DLY_'LV171 NOT I FY : nn Examined 199 TEL.. 765.1802 CALL . ttAt.Yt .c~.~.., • . . (n~ MAIL TO: Approved . CYL . a . 199.(. Permit No. 9 75 ~L Disapproved a/c - 6,44--oz, (Building nspcctor) APPLICATION FOR BUILDING PERMIT Date ..3/.26/_2,L 25 . INSTRUCTIONS a. This application must be completely sets of plans, accurate plot plan to scale. filled in by typewriter or in ink and submitted to the Building ]ns Fee according to schedule. b. Plot plan showing location of lot and of building pectnr, wick or areas, and giving a detailed description of layout of r oerpremises, relationship to adjoining premises or public stre: cation. P P y must be drawn on the diagram which is part of this apF C. The work covered by this application may not be commenced before issuance of Building Permit. -d. Upon approval of this application, the Building Inspector will issued a Building Permit to the applicant. Such perr. shall be kept on the premises available for inspection throughout the work. e. No building shall be occupied or used in whole or in part for any purpose whatever until a Certificate of Occupant shall have been granted by the Building Inspector. APPLICATION IS HEREBY MADE to the Building Depart ment for the issuance of a Building Building Zone Ordinance of the Town of Southold, Suffolk County, Regulations, for the construction of buildings, additions or alterations. or for removal or dc' n The a molitioneas heredescribe. PPlicant agrees to comply with all applicable laws, ordinances building code housin, code ion, c`her-. n de and t admit authorized inspectors on premises and in building for necessary inspections. Cellular Telephone Co., dba Metro One (Signarure of applicant, or name, if a corporation) 365 West Passaic St., Rochelle Park NJ_ 07662 (Mailing address of applicant) . . State whether applicant is owner, lessee, agent, architect, engineer, general contractor, electrician, plumber or builder Lessee. attd. Cppl=ap1:4~ . Name of owner of premises Town of Southold . t...... (as on 'dY . If applicant is a corporation, signature of duly authorized officer the ax roll. or latest deeeed) Edward R,. Weingart: Vice President (partnership) (Name and title of corporate officer) Builder's License No..... Plumber's License No. Electrician's License No. Outer Trade's License No. Location of land on which proposed work will be done: 53095 Main Road (Route 25).- Southold Pglice Dept. lfouse Number Street ' • Hamlet County Tax ,\lap No. 1000 Section 075 Block 5 Lot. 14.1 Subdivision... ' Filed Alap No. • Stxtc existing g (N:uttc) • Lot use and occupancy of premises and intended use and occupancy of proposed construction: A xistin use and occupancy Maintenance & Salt/Gravel Yard g B. Intended use and occupancy.:, Telecormunications Tower (125:) and Equipment Building 3. Nature of work (check which applicable): New Building Additicn Alteration Repair' Removal Demolition Swi:nning pool......... . Tennis Court Accessory Building.tp,tRWeF...Fence xX...Other Work: 12..5.'.Lattice 4. Estimated Cost Fee ..........................Tower...... (to be paid on filing this application 5. If dwelling, number of dwelling units Number of dwelling units on each floor . If garage. number of cars . 6. If business, commercial or mixed occupancy, specify nature and extent of cacti type of use . 7. Dimensions of existing structures, if any: Front Rear Depth Height Number of Stories . Dimensions of same structure with alterations or additions: Front Rear Depth Height Number of Stones 8. Dimensions of entire new constntction: Front ...35-'Z. Rear ...35.2......... Depth 14' 0:'. Height ..1T.9: , . Number of Stories . 1 . 9. Size of let: Front P7r83. , , , , , , , , Rear 539.76 1020.47 Depth 10. Date of Purchase NlA Name of Former Owner 11. Zone or use district in which premises are situated 12. Does proposed construction violate any zoning law, ordinance or regulation: ...NQ........ 6 . 13. Will lot be regraded NQ Will excess fill b moved from rcrnises-71NO Yc; 14. Name of Owner of premises Tovp,Qf.SggthOl& .Address PO Box 1g1 Southo 9 516-765-1800 Name of Architect Robert. P,.y7 UV~ t _19 Knicker~p~ker Rd, Bnglewooc3; 13J 6 fnir,S. No. ?01-871= 1610 Name of Contractor F l~uldr_Tele~hone Co.dba ress ~..36 WesE'Passaic N~o =-1587-7854.. 1S-Is Lb-is property located within 300 feet of anti a wetla. ..HO.X . *If yes, Southold Town Trustees Permit:: be required. PLOT D Locate clearly and distinctly all buildings, whether existing or proposed, and. indicate all set-back dimension' is vroperty lines. Give street and block number or description according to deed, and show street names and indicate lterior or corner lot. SEE PLANS. STATE OF NEN YORK, COUNTY OF . Li S.S Cellular Telephone Co dba. Metro One , being duly swom, deposes and says that he is the applic::' , (name of individual signing contract) above named. Fk is thc contractor and lessee (Contractor, agent, corporate officer, etc.) of said owner or owners. and is duly authorized to perform or have performed ttte said work and to make and file ti: application: that all statements contained in this application arc true to the best of his knowledge and belief; and that in work will be perforated in the manner set forth in the application filed therewith. Slvom to before me- this 614 dayyff.`.i,.~ 19q]. Votary Public, County Count ~t~o f~t , r: r~•i Y t. . r, (Signature of applican' 0 0 w O _N 539.76 N 46-42'200E SE~ elirK earn s MAN SEE ENLARGED FOUND ~ W ~ F Q P O DETAIL o n tD N O (Al of z A~ Q NORTH PROPERTY LINE OF LOT 1, LOT 14.1 F W 10.43 75.89 4.7 z O N W 61.15 a ~ l Wr 4 =mm OE6 SEC(pN O)5 O ~ J 9Ukrc I 61MC 5 r IDf 3.l UR N.1 28. 7 a' O J LATTICE TOWER FOUND. DWER FOUNDATION Q W 3' SQUARE CONCRETE PIERS LL TOP EL. 11.94 1.94 J ¢ 0 CD (TYPICAL) 6 O a W z Z m V M J M Q F- ti N 55.56'00"E 256.09 W a W CL CD C STY BLDG a zW O S 19 S 19'41100"W N m P Lu w MON MON 4 41.16 C FOUND FOUND N O M 4.84 BLDG V) S 48.40'00W 344.84 a c~ w 3 3 N m O O ILO M O O Ml O n w 152.84 F M ~ O O O Y ° o o° P S 48004'30"W W ~ M ~ N O N N m m m s Q} M I7 /rl 7. N IO( 13 IDf If (Of 11 2 n 2 y un ro MNU CI\II ADCCFI F1CTA TI 177.83 MON LIVL HI XUL-U V L I h l L J ~FWNO I 1 uNO p) O Z 81.E 81.64 Fo J S 48.40'13"W S 48.39 S 48.39'50"W N O_ MAIN ROAD u1 SCALE 1" = 20' UJ a U 7 no O Z O F U M W O a W a U) SITE PLAN AN a °m o SCALE 1" = 100' 100' Z a o U O r ~ 3 0 r ~I W hl+r d - O ° Frd ~ ^ 3 W m < m 0 01014inOS AO NMOI _1430'Dala F-~ J Y Y Z m 16610' I MN' w lG,i; a w N I ~r iM UNDER CONSTRUCTION CARMAN - DL M - DUNNE, P. C. SURVEY OF LATTICE CONSULTING ENGINEERS ' ENGINEERS AND SURVEYORS BROOK, NEW YORK 0 W TOWER FOUNDATION, LYNBROOK, NE4 PROPERTY IN PECONIC JOHN J. /T SCa O 3CA 0 PLS 049872 i SUFFOLK CO. N.Y. MAP NO 91041 (A GATE MAY24,1991 `o R 5 KNAPP CO ,.r 33,_ Z.. 2,_4. 74,_3, .a, 14.311 ~ GENEF GENERAL CONCRETE NOTES P" N (true) N.,(survey) t\ 1. DESIGI 1. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE b "BUILD "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318, LATEST EDITION. ( 15' TOWER & c ~ ~QO 12°2107" ED N. \ 2. ULTIMF 2. ULTIMATE COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE 4000 PSI. TOWER -OWER rv 3. CEMEP 3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150 - TYPE I. 5 't FOUNDATION FOUNDATION P 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615-GR 6Q, A60' ? 60' 4. REINF( "DEFOF "DEFORMED AND PLAIN BILLET STEEL BARS FOR CONCRETE REINFORCEMENT", LATEST LATEST EDITION. 5. CONCF 5. CONCRETE WORK AND MATERIALS SHALL CONFORM TO THE AMERICAN CONCRETE TOWER )WER- / INSTITI INSTITUTE "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", ACI 301, LATES- LATEST EDITION. N / 6. CONCRETE COVER FOR REINFORCING SHALL BE 3 INCHES FOR CONCRETE CAST AGAINST FEN( FENCE M 6. CONCF AND PI AND PERMANENTLY EXPOSED TO EARTH. AT ALL OTHER CONCRETE SURFACES, MINIMUM SEE SEE ARCH DWG. S-1 °i COVER COVER SHALL BE 2 INCHES FOR #6 AND LARGER BARS, AND 1-1/2 INCHES FOR #5 0 0 m FACE OF AND SE AND SMALLER BARS. Ni TOWER FOR BUILDING FOUNDATION SEE ARCH DWG. A-1 \ 7. LAP SI 7. LAP SPLICES FOR REINFORCING SHALL BE 40 BAR DIAMETERS, UNLESS OTHERWISE NOTED. 8. THE TOP OF ALL FOUNDATIONS SHALL BE SQUARE AND LEVEL WITH A SMOOTH TROWEL 2i D /Y - - F / b 8. THE Ti FINISH FINISH, UNLESS OTHERWISE NOTED. ALL DIMENSIONS SHALL BE WITHIN ±1/8 INCH. x ~,,_6„ 9., ALL RE 9., ALL REINFORCING, ANCHOR BOLTS, EMBEDDED STEEL, INSERTS AND ALL OTHER EMBEDDED CX ITEMS ITEMS SHALL BE IN PLACE BEFORE START OF CONCRETE PLACEMENT. 10. CONS- CONTE 10. CONSTRUCTION JOINTS NOT SHOWN ON THE CONTRACT DRAWINGS SHALL BE SHOWN ON CONTRACTOR'S DRAWINGS AND BE SUBJECT TO APPROVAL BY OWNER. 12-II"- i 11. WELDI 11. WELDING OF REINFORCING STEEL AND ANCHOR BOLTS IS SPECIFICALLY PROHIBITED. '_4" 2' 12. TOWEE 12. TOWER FOUNDATION DESIGN IS BASED ON LOADS PROVIDED BY FORT WORTH TOWER. L x~= ~ TOWER & TON. GENER GENERAL NOTES FOUNDATION PLAN 1 ALL E i ALL EXCAVATIONS SHALL BE DEWATERED BY SUMPING, PUMPING, ETC. IN A MANNER PROPERTY LINE WHICH WILL NOT LOOSEN FOUNDATION SUBGRADE MATERIAL. SURFACE WATER SHALL BE SCALE 3/16" = 1'-0" WHICH DIVERT DIVERTED AWAY FROM EXCAVATIONS BY MEANS OF BERMS, DIVERSION DITCHES, OR N 333 ~ w OTHER OTHER SUITABLE METHODS. 2. BACKF 2. BACKFILL PLACED TO ESTABLISH GRADE BENEATH FOUNDATIONS AND SLABS SHALL BE SELECI MAXIML SELECT, WELL. GRADED, GRANULAR MATERIAL. SELECT FILL SHALL BE PLACED IN MAXIMUM LOOSE LIFT THICKNESSES OF 10 INCHES AND COMPACTED WITH A MINIMUM OF 4 I OF 4 PASSES OF A 10 TON ROLLER ALL FILL SHALL BE COMPACTED TO AT LEAST 95% 0 95% OF MAXIMUM DRY DENSITY PER ASTM 1557. IN CONFINED AREAS WHERE ONLY HAND HAND TAMPING IS FEASIBLE, FILL SHALL BE PLACED IN MAXIMUM 4 INCH LOOSE LIFTS t rl9 AND Ci AND COMPACTED TO THE AFOREMENTIONED CRITERIA. PARTIAL SITE PLAN 3. COT. \ 4 FT. 3. CONFINED EXCAVATIONS FOR FOUNDATIONS, UTILITIES, ETC. SHALL BE LIMITED TO SCALE : 1" = 20' / GEOME 4 FT. IN DEPTH UNLESS SHORING AND BRACING IS USED. TRENCH EXCAVATION GEOMETRY AND/OR BRACING SHALL CONFORM WITH LATEST OSHA REQUIREMENTS. 8 T & P (tta.) /TYP.) PIER /FOR AB. SEE DWG BY FWi TOP OF PIER 1" CHAMFER EL. 20'-0" (TYP.) MIN. 1'-6" MAX. _GRADE ' ~ m I N PIER / x B #9 ® B z H9 \ COMPACTED I ~ ROUGHENED c~BACKFILL / m CON 6 CONST JT~ #8 T & B/,} 3 WAYS r ~ • m ~ B/CONC. w • FOUNDATION DATA EL 8'-0" • a TOWER HEIGHT: 130 Ft. AB (TYP.) • • 010 •~a DESIGN LOADS PER LEG: B COMPRESSION 273 K #8 T & B COMPACTED #'4 TIE • i UPLIFT 247 K SUBGRADE SHEAR 16 K 7 SECTION "A-A" SECTIC ECTION "B-B" ®I TECTONIC SCALE : 1/4.. = 1'-0" SCALE : 3/A" 4LE 3, = MAT REINFORCING LAYOUT ENGINEERING CONSULTANTS P.C. SCALE : 3/16" = 1'-0" PO. Box 447. 600 Route 32 Highland Mille, N.Y. (914) 928-6531 Rev. Reviaan Approved No. Dole Dwr. Ch 'd Chief Engr. Drawing Control Foundation Plan & Details A INITIAL ISSUE a/zro~ NM Appved pole Re1e....d Purpose ro Osle of wrw r 0 REVISED AND ISSUED FOR CONSTRUCTION °/9r NM dsk W...aen _ Ae y I E°P e~~~ Np, Metro One Site #229.1.3 Southold-Peconic Police Station For 9"q^- Comment For I Southold, Suffolk Co., Long Island, N.Y. Bid For Approved far Co 'troclion fete Work Order Growing No. Rw ~ROFF_.SI~'1' MAY 2, 7991 756 - 0 IJ i~ SeSHOWN .229.1 .3. ST 1 !m 7 i N 46-42120"E sEaM 5s 539.76 C \b k: c IN" oa's 971 ~ ~Pn PARK MON ~ pp O FOUND u i~r o o r PROPOSED 14'x.29' UNMANNED c76 DO F MODULAR TELECOM. b+V-. P ~ ~ P o°° AC)JAGF-NT 51-,O&r- P LD41. g a• i 9 q° any O 10 V^J n Hum ` PROPOSED 125' HIGH ` t Z ® LATTICE TOWER. ® ~ I NIEkI eLecr~ICa,L ~ tEl.co n ECONIC ~ J ' ~ LINFh AP,oVE G,2cuNR LO• z JVN qllq PRpFi~6f'Gp GG~BL~ RL1N `Me JMb ~I Y '.1~ REMAINS U17S , N II 58 Q, ~ P~.oVIDE L~710N FOZ N~LJ UN D~p1aROU1-1 D I . na0 N 46042'20 OFFENCE I.ITILI ryF°2- FnL Ft~d.PPROx Io w~ES~ -rELI?P+~NE~ mr a PROPOSED 50'x 70' n~0 ~0 a96 111915 a R,\ H\ 0 ~L D CLE=GTrJGAL Pz~W~~„ 0 COMPOUND SURROUNDED y a2 o gp6g 9yo 194 ZGZ ` J ' W 5 dJ ~ F BY AN 6' HIGH CHAIN a5---_-_ANTING A A'b4 FENCE J TY~f C` - k9 LINK FENCE(SE 105 aa! Pg12 yaa 1a p `\\n31gIA DTL-. 1/6. 1) f~ - ~ ®1 EA Aa © CYTCB Qt ~ CUTCN GUS r~ CJrJ1 2 ' n I 9EC(pX NOTE: PL.EA,S PROVIDE Se w ms SAND BaA , _ e1acrc r NEW (27 lo°kl µlyN ~rc/as D 31 n~9 1911 i 1912 k _i PILE 19~ PRESSUIZ,E SODIUM LAMPS ac>'-O" AC"L Ct-loPSi-*LM-151-LS-IZON L4j W p 19a6~ iap 1 nb BALLAST A•M•PE INCLUDE LOr s Q PROPOSED DRIVEWAY _ r 1a25 O V' e LSp ~p~ ~p MOUNTIN61 6RAGKE FAR GOhINmGTIGIY J J CONSISTING OF A 2". IT 4 5 I O AT Ou y PLAN SCRLE: NONE 0. O TO LA?TGFs TOWER-~ LAYER OF 3/4"QUARRY w 00. 1 W (O( 6 O a 5 ` OPOS q 14'x28` ROPO D. 12 'NIGH W A? i STONE OVER A 5"LAYER OPOSq 1NMANNE~ MODULAR LATTICE TOWER OF 5/8" COMPACTED bag ~0 Iap0 2 623 UNMANNED I IB• `O I l61 TELECOM.W f E L EC OM.IJ/ z+.Lzl 2 EXISTING POLE c QUARRY STONECsF-Fr y z rhL~r~ p Cq AcEhK 4 3L<X~. 13LD. 107 . C a Ur(LlrY Q I 1 DTL.6/5 I) p~0, z PROFOgED aAFDSED cA$LE ~ ~I~-' LINE 55.56'00"E SAND 256.09 L /a,~ a i 16~A , 51A UND'Bp ( I Lg ig (3J , CO CNJI'I`5 YO' ¢ qgp;mp (M1 x ~ ,I PROPOSED 10 WIDE PILE ~ah 1 i STY BLDG DRIVE GATE 6a 1 1 ~gi 1 j5~5 i [dv• 1 p56X 15~ ~ 33 ~ 1 I ; CA -CS 51. w i o ' N ~ 4T~ 5 i Say la• ~A6ag~ i SAND S 19.41'00"W P MON MpN 41.16 CY 831i 6p1~SIEVE FOUND FOUND O O N ~ S 48.40'00"W 344.84 BLDG y 1 3 Iy91 9 IA9a ~ s • 1 ~ 99 3 O 3 o a O L_J °v m o° 'In n W 152.84 n ° ai 00 S 48.04'30"W M N O O P PRO POSEp y2.a.V EL y~ ? ~ S S S ORIV EWA~" ' M N N Of 1D 9 I M M Z N N! 13 IN 12 IN lI Z M N D p 177.83 ON M0N FOUND SCALE SCALE SCALE i 81.64 FOUND ggg n„ LOT~A ^ ~ ZONING MRP • ~ S 48'40'13"W S 48039'50"W 0 100 100 200 0 50 100 150 200 BLOCK p LI~Oo 1 II~r 6J"~l SCRLE: NONE ~j MAIN ROAD 5-1 I: 8 9 1B IN ENTRANCE ELEV. e ® RNTENNR NOTES: u v `S ~0~~ LATITUDE: LONGITUDE: MAIN ENTRANCE 9d E SCALE: 1" = IOO' 41 ° OZ' 0o AMSL ®E u A-OTT/AII TE VO A LAYOUT PLAN SCALE: 5 O' 5_I I = E 3 ATRANd9'BARwWIRE I.ANrF~Lr-+AS: n~o~~L Ho13I-;4 E aaouiA ~dES° oP9HTERPLIWRFlIpA~'` -0, VARt&S 5E~ SITE MAN DW6; 3V-O• xJY . Ft NfiO iT ss• GETdni iid usEi . P. TYPE. PF aELLa M[y. 'YWi>~1R- 0 a.. Y . 400, Magi a:"1) W w p0 . ~'DE7f}I 01' a/4" /QUARRY 9TcNE • 1511' 1,0, TOP RAIL 5~i D°~Pt+1 OF 5 " CLFA7hGT~l~ CRBLE LENGTHS: ~ w 0 -%t 5.zr~r- aRLAI ~RUhRRY sTOr~~ 7/8" FOR LESS fHRN 22S' ~O M N w 1 1/4" FOR 225' 1 U ~Q5' L5 I ~ECTOF- cF X~ , V z vz• Q.A. PAiT w•-A• c. IV~II $tl"~i~- 0 1 oeo P.= 4 X' ..11 I m* 1 5/8" FOR GRERTER THRN 325' N { a , •tpo ~ I 4-0.P. PATE PbSTSI O 3fF- I ~ I N 3.O.A• TERMIN94 ANA CO NEE POSTSII I III p1 RLL SECTOR RNTENNRE TO BE W T = 'Top SOIL6b SEET%E-D ° INSTRLLEO ON DOWNTILT BRRCKETS o F Z) o 2"`COtAMAN¢AIN LINK.. ~MPAGTED 5uFxCt;P.S~E g (WCTDT 20) mm y O O 0 19GIRE= -0UT5IQE C ~ I- U 5EG'fOR- aex2 stHr-r~or-- a7x I w. ANTENNR/CRBL`E INFO 20, f ZD' r// rl AA ' SECTOR D E LENGTH COLOR Q N RRX1 O°` i(,5 Fr GREEN I RAD.OTl!- 122-11" 1L(J~ 1251 AqL I ti ~u RTX O° r o FT GREE 2 = Mn- O4TOR' ATJ( i ° 00 CRETEI >I N.T.~^x n TT. RRX2 O° 115 FT GREEN 3 [)KAI 1 2 o° 180 F°r' BLUE f 2! e'EC,ToV- c.P-X~ SFrfc~~ 1+2X2 ~ _ LJ I 240" I e• MIN. - BTX 120° 105 FT BLUE 2 F z ~ 3•-PIIIIE OlOr,. RRX2 I ZO° 195 FT BLUE, 3 u °8 CRXl ? 70° I-T5 FT WHITE I W 8 r ~~7~ 9ti AcaL J, I-UL,il' I JLTAL 1OCCUPANCY OR OR CTX 0-104 170 FT WHITE 2 z O NOTE. lOP OF 41141-E NNA USE IS UNLAWFUL FReQUENUe5 46, 69; } 4b,4e MNz 7-ow ff LE AGATE CRX2 240' 1c. 5 FT WHITE 3 a Q 15 NOT TO EXCEED 5lO FT. WITHOUT CERTIFICATE IN OF;DF-Z. To AVDID INTER- OF OCCUPANCY iCY (7 _ o METRO ON JOB RFSPON IBI ITI S TNITIRL m o MODUL-ATION F`ZoaLff-M55° (TOWN OF SOUT"OLD ALIT) r=c.-rnfc. 6Rx I 1 SEC-Ib cF-x2 S~cT'vF- BYx ~F1.'jbR- = y • t 4 L!DTr SOIL BEAR.IIN Cq CA PAUTI I~° IZ~ I~~'° MUe,T APPROVED AS NOTED )TED JGR PRODUCT. MGR: TRV~T ra"mWNM MUST 13E DETER.MIN EIS AND DATE: B.P. # RERL ESTRTE MGR: LYniN La RIMER W m • Z II ~ u ~ c ENGINEERED [.J/LATTICE CONSTRUCTION MGR: BOB I-IAGOPIAN _ TOWER FOUNDATION PP-IOE- -rD ss. FEE: BY: NOTIFY BUILDING DEPARTMENT AT MTMENT AT fj3 3 ~ m COMMENC.EIME(`IT OF ANY kJOR.K. FI:pPSED 125' 765-1802 9 AM TO 4 PM FOR THE 'M FOR THE RRDIO ENGINEER: UBIV, iT'fS ~ 9! W Z IS: STRUCTURAL ENG: TAT°N'G G I- „ ANTENNH-AB~ES TO LATTICE TOWF_R- RUN LIP LATTI CE TOWER \ 1. FOUNDATION TWO REQUIRED FOR POURED CONCRETE 'O REQUIRED < E (Z, ;TE JGR SURVEYOR:TkA_ G05RDWNNL ..i UEy.AT-rALN AS REQ'D. Ir FOLLOWING INSPECTIONS: 1 ROUGH - FRAMING & PLUMBING It PLUMBING ZOIVIN6 MGR.t LYIJ1.1 LORI" m 3. INSULATION N Lit FR0F>75E0 MoOJLAP- 14FTKZB--Ff 4. FINAL - CONSTRUCTION MUST CTION MUST Q ISSUED DRAWINGS TO METRO ONE k U MMANhIEDTELEf IMUNICIATION BE COMPLETE FOR CQ Poo Po'baD 1'-O'n 14-r/6LOGW PRAVIDE !o' Hi[ LHAINDINK FENCE ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE N.Y, MALL MEET El - o )F THE N.Y, PRELIMINARY ONLY (NOT REVIEWED BY JGRI m gl,O/sI• I A2vuNU as sNOwr ? oEL,%s.l AND oTE7 ANTENNA PLATFC)P-M ~ STATE ~~IH CODES. C NOTR ENERGY & ENERGY RESPONSIBLE FOR hIDUNTIN(q DETAlL5 TO BE - SUPPII p i5Y LATTIr 5 TO BE DESIGN OR CONSTRUCTION ERRORS FOR REVIEWED AND APPROVED BY JGR ERRORS ROBE 44 z li Rz r ~ 'TIGE 0 ? REVISIONS REVIEWED; 14PPROVEO BY JGR 0 zo aM L~ ~z<D~ ?olclElZ r'IANUFA.GI LI12~2. Tu z~2®.TL SCALE: 4T5 EgNGINEERED h14UN OMP) GaER. Soll. EPOA IR CHECKED BY ORTE ..V~ rd~b _ • ! . JUENGERT GRUTZMRCI£R 116=119TES PA Y~j~ ag 5 ' (A)ELEVATION SCRLE: NTS 5 1 ANTENNA MQU VT-G ED-1 R.S. KNAPP CO 1 i by M TABLE OF OWNERS SECTION 075 BLOCK 5 DISTRICT SECTIDN CT SECTION BLOCK LOT NAME/ADDRESS 1000 TS TS_ 05 1 JOHN WILLIAM NIEROD.4e- Sv° SOUTHOLD. NY 11971-,. 1000 75 75 05 2 ANNA CIEROH j~ PECONIC LANE W PECONIC. NY 11958 x 1000 75 75 05 3 STELLA SAKOWICZ PECONIC. NY 11958 1000 75 75 05 4 ALICE T. MALINOUSKAS PECONIC. NY 11958 LOT / LOT /3 1000 75 75 05 5 MR. 8 MRS. AUGUST ANDRADE PECONIC. NY 11958 Mt 1000 75 75 05 6 GEORGE 6 MARINA KOKKINGS G { 435 PECONIC LANE d PECONIC. NY 11958 ' 1000 75 75 05 7 ELAINE LATHAM PECONIC. NY 11958 75 05 9 JOSEPH S. CZARTOSIPSKI INC. d N 46.42'20'E 539.76 1000 75 BOX 444 d ~oN FROND PECONIC LANE I. PECONIC. NY 11958 1000 7s aW 75 OS 10 ROBERT SCHROEDER J ' If 0 0 STARS ROAD p N M EAST MARION. NY 11939 M 1000 7s 75 05 11 JOAN W. SILLECK Q J M r LOT 15.2 P.O. BOX 201 .tl H MAIN ROAD M ~ W PECONIC. NY 11958 Atl d 2 Z LL 75 05 12 MR. 8 MRS. CHARLES SALMA S LOT 2 Q 000 7s P.O. BOX 761 C q U J DONNELLON. FL 32630 UI 1000 75 Y 75 05 13 MR. A MRS. ALFRED C. FALKOWSKI MAIN ROAD O F~~QB PECON~ NY 11956 ' WWWp 1Y W LOT 3 1000 75 75 01 13 SOUTHOLD SCHOOL DISTRICT 5 x]10011 SOUTHOLD, NY 11971.." oc lU 1000 75 75 01 14 WELLS PONTIAC-CADILLAB INC. PECONIC. NY 11958 L07 407 4 1000 75 75 01 15.1 LILLIAN A. GDZELSKI 6 ORTON DRIVE 075 EAST NORTHPORT, NY 11731 q LOT 15 SECTION SECTION 075 Z LOT 3.2 086 BLOCK 5 5 1000 79 79 01 15.2 TOWN OF SOUTHOLD - SOUTHOLD. NY 11971 BLOCK I LOT 14. 1 /4./ LOT 3. l 1000 86 86 01 3.1 MR. A MRS. ANDREW CATALANO 39945 MAIN ROAD 25 O L07 5 LOT /5. l PECONIC. NY 11958 b ff 86 01 3.2 B A J REALTY 320 CONKLIN STREET LOT SECTION 075 1000 96 6 FARMINGDALE, NY 11735 V BLOCK I 86 01 4.27 REC REALTY COMPANY C/0 g r 1000 96 C? 4.29 K.C. AGENCY INC. 407 7 p 4.4 70 EAST SUNRISE HIGHWAY 4.584.6 VALLEY STREAM. NY 11581 N C7 1000 e6 55056'00'E a 256.09 o 86 01 6.1 ADOLPH G. A MARTHA WESTERLUND S00' RADIUS RFD 41640 MAIN ROAD J PECONIC. NY 11958 W W K W 86 01 6.2 MR. A MRS. ADOLPH H. WESTERLUND 1 STY BLDG 500' RgQ1U5 1000 86 BOX 247 PECONIC. NY 11958 i ,1w 1000 e6 86 01 •7 Mi. A MRS. JAMES C. MoBURNIE III ]Cf 0 41780 ROUTE 25 ILI PECONIC. NY 11958' S ran r~+ S 19.41100•W m F01R1D ouzo 1000 96 41.16 RI nr ON 66 01 8 MR. A MRS. THOMAS P. GRATTON ta~ MAIN 1 NY 11958 , a, PECONICt.O ! •n~An/nn YW 9AA YA --7/ N aw wl nw / ~ _ 86 01 9 RICHMOND CREEK ASSOCIATES C/O N;?i Yr - p w a as V LOT 14 1000 86 CANABAN 6 BOEHM % N m O' +o w w n ,h 0 29 PARK AVENUE W MANHAS+SET, NY 11030 m W F .1 O ~y O M eW 152.84 :,0z o LOT LOT LOT LOT o o° o S 48.04'30"W 1000 86 86 01 10.9 ESTATE OF CHARLES J. S{MON 0 N C/O ELIZABETH WURTZ i• '.I BOX 122 dV IIII p /3 12 I/ m I/ 0 N m e LOT LOT 9 HORTONS POINT , LLI: SDUTHOL HOLO. NY 11971 0 1q 2 2 e°n / O 177.83 w 1000 86 86 01 15 HERODOTUS DAMIANDS 0 vau 10 fi 81.64 FWND P.O. BOX J •I S 48.39' 50"W ROAD PORT JEFFERSON STATION. NY 11776 MAIN , S 48'40'13"W S 48 I i ISSUED DRRWINGS TO METRO ONE a o ~ I O H ~ ~ 1 LOT 4.29 LOT LOT LOT PRELIMINRRY ONLY (NOT REVIEWED BY JGR) • Z 6.1 6.2 7 LOT 8 REVIEWED FIND RPPROVEO BY JGR V d LOT 4.4 REVISIONS ED yNO fiPP OVEO BY JGR r' L07 LOT 9 LOT 10.9 CHECKED BY p W DATE ARUTZ JU ENGERT ER RSSOCIRTES. P.R. \ - ,m^p LOT 4.5 H~ MFT.RQCNF 108 2~sPONSTeT1 TTT~s TNT7Tpl m .m SCALE 402- SECTION 086 _~i,JGR PRODUCT. MGR: ~ ° z f V F Z 0 100 200 300 400 REAL ESTATE MGR: Lvnln,t Lc¢~n~~ a W 8LOCK I CONSTRUCTION, MGR: O Amo * I ' RADIC ENGINEER: 4L.~w 4l1TTE7)e"': LOT 4.6 STRUCTURRL, ENG: TEeG-romi JGA SURVEYOR: TWCtLY-frB~welE p ..1T4P , . ~1~Q:N k'fKFCJ... 4.pRtn(.lM~,,.T s p ~ _ Ol ~ 500' RADIUS MAP CARMAN - Dl W - DUNNE, P.C. CONSULTING ENGINEERS OF LYNBROOK, NEI ENGINEERS AND SURVEYORS J• Z' vt w BROOK, NEW YORK r Ar s~ 500' RA D ILJ5 MAP ~ P F PP.QPE12, Y PROPERTY IN PECONIC Dim- sc a. L ~ : I'= Iop SUFFOLK CO., N.Y. - JOHN T NO 9 CANO PLS. 049872 ~s egoW 1 MAP NO. 91041 DATE FEB 1991 1' R S NNAPP CO 1 API' H VAG NV.AG „ • . nt:p pit, 1314 IT Z-f --Cn6 I LE ENTRY l{qL N I. NTROLPANEL% I ~ I /./6 REMAINING 4- 4 D14LONN(Gf 60 LIhS IIAIDN TANK. I~- SOX 2o~S IIIAI-oN TANK -T- ' o --J L----I L L------- ® n ; DUFL OU-f LcT.r••~'.- ~j 12 RACK I'3"..P+•F. F. Y4Jv Ir CARLISLE 2UI -L eWBeE2 ¢.aoF \ rITZ 0 7p B o~ vo2 a FAs~ A 1242 FT-' TO aa." OAS TO 6AG PITGFI CAP P/5 P/S O MDF R F R P, F F F F is, RACK 1'L RE ININC f0 ~-O~• - 3'-3•~ M a' J- { - DSX T 12'RACK I FASCIA a y WOOD NAIL&rY i'Ni ICI ~~I r _ - - - 200,y{ 9E0.vICE PNL. NSu LAtiar 2-i l A Lud. cA P f N6u LAtiaN ~o 9iJNITS Z-TUOE TS 2-TUSr -FLOURESCENT LIGHTS - - =.~GE MOLINT~YP.~ I _.F 5/5 HD HD HD FIP HD I-ID C/6 14 FV1CK 7 SLIRFA~E MOUNT IL \ ' g(2) 2x8 -1 J05 LYN Ac ARRESTER 1 I D TELCO BoARp.-I { -a W ~Ll t2EaTED1y~LJDOp -IV I 5 ,Ara ANl1ALTKANSF , J 1 / lOn~~~t~ W 4anlt "(o J I/1 hl 3'%7' 19GA.E7EEL DOOR W/ / to MULTIPLE DOOR LOGIA HANDRAIL 3'-8• HIGH, I%2 qs O GALV PIPE. N / w 0 ul 6"CONC. SLAG LANDING 9EE ZU1 a la DETAIL 9/AI Q':; I 4 I~-- ; , REFILE,CTED CE ED CEILING PLAN T ELI= Ti2IGaL~ F &,N •_~,k~:~4=~ 0' p¢ovlDc'~r3Lleo-WaLL" 01~,, ~ssPa. NQTG I SEE DRhWIN6 SPC-C - I FOR,GriO UNDING FL/tN & NOTES cro~u¢6Ev~YotNEfL I-~ 0 1 ~ A-I EQUIPMENT L./~YDLJT P1~4~1 scPLE•.741_I,_ol, ~LIGGD FiNiSrl Z~ r TOP OF 6UILDING 0 7~ It 717- CEILING LJN6 INTERIOR CEILING I - 0' F>~oc~ BLDG. TOP 40I DINCR R\ d ~ IO ~ ll !L ,..,ui a S S ff i o u I ~16p DOTAII-- A• } - I a / I O 13/4 16 PIPE MILIN03 YAG l~N I VeAC.INJ RL SEE OET. 9/14 Z L 11 -------1 TbP Or lNI'd PLR. gw- oAAae ~ .4 i /off 1 I 11 I 1 `6RD. ~6RADE ToP OF SL,16. I Il I ~ . 1 r,SEE FOUNDATION 7p?4,IL „{-lSES FOUN NATION DETAIL 'ION DETAIL r 6-1 Io/A•I ~I a/A- I b FOl1NDAT10N TTL A_I FRONT ELEVATION A I LEFT.SIDE ELE~ 1. ELEVATION 'E4 F' :ELEVATI ON •l: Ya'= I 3 z y~ i FINISH FLOOR LINE 1 SCALE: 3A , U9E LANDING G°xG W ci of d - - 14 D ~ . I~ ~ I 4 l - # I W. WF 13/4 4 RAI GENERAL NOTES 'vf-9 3l4 4 RAILING POSTS NOTES USe 03 d 12. O-o. • GENERAL CONTRAI NERAL CONTRACTOR WILL VERIFY ALL DIMENSIONS AND CONDITIONS IN THE W N: `I I ~2 CLEAR PROVIDE fFOR DEARING W-5 EMDEDED ON CONC. FIELD. EID. EXPANSION POINT I9~I• ? e • EACH CONTRACTOI "H CONTRACTOR WILL BE RESPONSIBLE FOR VERIFICATION AND COORDINATION l Q t OF HIS WORK WI -F HIS WORK WITH THAT OF THE OTHER TRADES AND CONTRACTORS. K O 14^ ' ~ SQITING ING \l~ 9 -N t E INTENT OF THESE PLANS IS FOR THE GENERAL CONTRACTOR TO PROVIDE V -ALUM. FASCIA GAP- ALUM. I 3J • THE INTENT OF ' BUR AND MMTEMIALU IU MHUUULL IMt 1NILNUEU MtBUL15 UNUCM NUUb IMY n r flECOGNI2ED GTAI CDGNIZED STANDARDS, EVEN IF WORK IS NOT DESCRIBED IN DETAIL BUT 15 w - 4 @ 12 o C BOTHWAYS Ili Ip 12' E®~ONN LER 84 R "d.1 RECOGNIZED AND MHTE' REASONABLY INF ASONABLY INFERABLE FROM PLANS. O 0! I I\ ---'I _ • CONTRACTOR WILI VTRACTOR WILL PROVIDE ALL TEMPORARY BRACING AND SHORING REQUIRED z r I""'- I -I ° a I '-q."BEp OF SAND OR WBLLCiRADB ALUM`G_~P_ DURING CONSTRU RING CONSTRUCTION. ~ ~I M r GRANULAR 5TRUCTRUAL FILL SEI4N6PAN@L8_____ u ' w6M8'DSONG_* 94'L- - • WARRANTEE ANDII RRANTEE AND/OR GUARANTEE FOR ONE YEAR ALL WORK. LONGER WHERE m d I~ - PROVIDED BY PR LAGG INSYLATION • CONTRACTOR WILI DVIDED BY PRODUCT MANUFACTURERS. \ PRO PROVIDE PIPE SOCKETS FOR 1 + PIPC i 3/4 THICK. . R.II W v W VTRACTOR WILL MAINTAIN LIABILITY INSURANCE TO PROTECT THE OWNER. _ RAI RAI1_I1,46S. 10" LONG. G - Pos. REQUIRED, ' A"-PAC.W . REMOVE ALL DEMO u 4." BED OF :.AND OR WELLGftADED L n 4 2 TO Sao Sor/KET To swr fN mNCiRE TE AS r16BRGA&Jk NAILER MOVE ALL DEMOLISHED MATERIALS AND RUBBISH PROMPTLY FROM THE SITE. GRANULAR STRUGTUrRAL FILL P & 9NOWN• OVER Q PAIL VISGIUEEN. 2 BOT-r. T. ( (TYPICAL) _ 9No ALL PERMITS TO _ PERMITS TO BE OBTAINED BY CONTRACTOR WHO WILL BE REIMBURSED BY Z _L 9HEETROCK TYPE ~X n OWNER. NER. p C q CO~tC C ~.ONCRETE LANDING ° CONTRACTOR TO I VTRACTOR TO COORDINATE ALL DELIVERIES AND TEMPORARY BARRICADES WITH S m NER. a, FOUND,0cMON DETAIL (CI~OS5 SECTION) - 2'-o"aO. ~ PIBBRGJ~48 • CONTRACTOR TO I i 0 rL DS OWNER. ,.n(. S E P S DETAIL O I 16 GA. METAL STU NTRACTOR TO OBTAIN OWNER APPROVAL CONCERNIJJG WORK HOURS AND TIME CI .L-LJ I 2'r-^ I SCALE : '%4 e 1 Yg F18ERGLA95 WALL PANBL SCHEDULE OF COI HEDULE Of CONSTRUCTION. r' y 00 { ~oNVT G ! 6ALy of MALL of MapJLArz P ulL~lrlc~ ~ FIIY I~?!{ Fl cne LIN \ :Yp PLATE' O 4 LLJ~ (HOT ROLLL@D) R.11 RIBBRGLASS INSULATION METRO ON JOE] R SPONSIHI ITI S INTTTFL O "L-LAYERS 31/4 PLYWOOD JGR PRODUCT MGR: T`CAC-r E JAFMOW~j (Tl~~ - I%z~cLealz, p2oVIDe Jz5 Foe. (=OPT - r 6EAZIN[j f'S EM EDEO ON CONC• rxFANSION -JOINT- -J01 NT C-ONDUCTIVS VINYL'fILE REAL ESTATE MGR: L&rzjmmm~ CONSTRUCTION' MGR: .R 3') EEE 1 ~i E"x NAILER ou FI. E ~ ' -r VfNYL SK IRT, RADIO ENGINEER: Ca L_ElK W i ri r,_ a I?1 9I STRUCTURAL ENG: TIl.IITO Ki 1(u_ J _ l4IOx 30 ROLLED n L. q (r; 12" O.C. e oT4wAYS I ~ ` _ To 6136rGUHDtD - ' -97I1111IRLSKBBT JGR SURVEYOR: 1'^'5- ZONIPJo rA&R, Ly NIJ LIRIMH2 s U7 itN ORADI!_ - -=f 4 x 7,7 gaps, lJ i ~ ~ -Pro~IO~ i IzEINF U SiEE Gf~Cq P.. ° .c ~B DETAIL OF BEARING UN0E2- 43 @ 12" O.G. • • .:tiPLATB.' ' ~r 71 \ GMnL PILL ° ° " • 9U---'w INOICATKD TD 6E PNNTEO ISSUED DRAWINGS TO METRO ONE 3 I Ir_ I F - CA¢¢IAfiIE ~ 35'-Z' (TOTAI- ~IME~sION~ L~ - :D CWn -JITECr GOAT BITUMINOUS SUEAO1V9 n ~L/1~J~ PRELIMINARY ONLY (NOT REVIEWED BY JfW ~ r q"~ED of ~6PI~~ d2 WELL G2ADkD 4Y4 cor4T 2 TOPb LL] GRANULArz : pTP_.IGTLJ9AL FILL q, TYP_1CAL WALL.$EC ITIT_._ yN Bm~AI REVIEWED fNID APPROVED BY JGR % 2 Borfol"I (TfP) - ---~-•~nx~c-scALn-• / WG~~S ''O OVBFL (p MIL VISQUEEN~ 4 = REVIBlf1N6 EWER, FOG VEQ BY JGR c Le 1211 \ CHECKED BY p. ' DATE I ~ ! ~ `'d~ . 0 JUENGERT cmurzmACMER' ABdOCIRTEB, PA I i FOUNDATION DCTAIL. CG2055 SSG- lCN~ R 5 KNAPP CO 0 \ AgoJe i Gg,Ll~y tiQ~A I (See pare 1'l~ 2W PIPE ~fA I..T z4voc. 65A. r..~'/~„u2 3ncpt J / 2W 24 \ 24 \ \ \ \ To SE JAaeTsLf ruse N° TROUBLE 23 !LE 23 i-c" e OJ, 1 \ 2 122 22 -~aY- 2. G0~ ~ 12oJ-(ooH~ -N 21' -Y L LD \ ~ovJ6q 51-iPPL 21 \ \ \ y _ 3 10-1828 ALARM'1 20 A'1 20 sr ALn¢,.n ro Sulu j O.~w~ c.<r oa. j w CONTROL BARD 1~ ,°-dfPuT ~r-+'1'RM1L oFFlc~ cw uN~cT~c„~ ~ ' i \ f'~E F z ( O 19 . =?uu- C1.~1~2t AS ~cQrr7 is Ge LBc, c~Ll~loa0. ALARM 2 }s' NnLG~ 12 O-SC.IAaq~ 1'' P \ o u7?uT .ir. l \ \ 16 \ p FLUO2 PL4iJ LA UV l//../ ( T_ a ~ LjLALE ; C I ~ \ 4 5 81 7 8 9.f0 11 12 13 14 15 is 9 F \ I Ltiu-~ 2"-'n Lnrz ,.n d ~ HhLo~ P~ IGl Irj0AA5 22 S•t7~G Hu IrjOMCTFt1 C. \ un LOrl G~L1NOciZ RcF Hua( Re_D----- S ~,RN 1 ZoLSS ~~L~r~oErt Cal[ T° --CALF) GAL \ FLLiaJ w11'A Go LaS• a) \ V K,L ~N r \ (SGe D'T-L) ~i) of Lrup ~ O e D~IO TUgE ~e Sr. ~o~Z 7 A ~Ri 114E ~e'~o.lAT~q s ~ 9.~A7~R p iY ~uj' N I ~ ~ `"•154J183 ~4Jieg U - ~ ~ F I suj BRASS FILL I ~LLW h4t..j tSnLo 1-I J,. LEr / 1?t4Ai~ Ai ~ ~ 1}~(j~j51 VALVE •'NK C f . GO LR, L,N DcIZ ","04L u'. 1o .'1G7 ~..LE I.era c.~D or LILAC ~i S~ST'pq ~ `-V .r2G7~ ~ HORIZONTAL WALL t~+w5f FADE C> vj,l f STPTIO!-I J P -ss-+ ~s p i ' IoK~I- 0 EuDO 3 S1 m~ ' '2,5,5 j~2 ~a sz LcGE 1p UPRIGHT VERTICAL sM°ke ~~rt~Toes SYMBOL MODEL IMOER DESCRIPTION WIRING NOTES QUANTITY MANUFACTURER I 1. All wiring sh NOTES . _ ~-027 1" 3600 Nozzle and deflector 1 'Fike and with NFPA wiring shall be in accordance with local and national codes, t3 s. - v-1061 with NFPA 70-1986 Article 760. L4 sz i 2. All Wiring sh wiring shall be run in thinwal ateel tubing. If local,codes 1/2" 1802 Nozzle and deflector 1 Permit, power Pike '..~,;9O~1D60 ~ used; if apse mit, power limited protective signalli#g ,sable may "alap^be d; if specified. „ LL 3. Wiring type s 63-Oli Photo-electric Detector 1 Pike _ signalling ca: ing type shall bb TIFF cbntrol wii~ or " Ls,ClL ir- dS4 Pion ltmized: p cQectivc F ~,or palling cable havoing a temperature ratipg of ,1450 G" 'conduit. r III ~1 ' I g. 63-015 Ionization Detector ee NFPA 70-1 _ 1 Pike NFPA 70-1986 Article Article 760-16(b) for apprDVed 'epee of pirb, u~`= R~5,5 jur~ ' 4. Unless otherw: so otherwise specified, minimum wire shall be as feXlowe: 20-051 Horn - 24, VDC 1 Pike No. 16 G+ No. 16 Gauge for Detection Circuits _ 10^ 0 42 C'0"T?oL ~_>aEL vJ tR,,4c No. 14 Gi No. 14 Gauge for Halon Circuits, Alarm Circuits 1 rrl W ~ R c, pls4rznM 20-007 Manual Halon Discharge Station 1 Pike No. 14 Gi No. 14 Gauge for A.C. Panel Power and-Ground I ® 10-042 Halon Control Panel 1 Pike 5. Detectors ineut 0 actors mount in a standard 4" octagon box. 6. No parallel b) Go 70-022 60 pounds Halon Cylinder WlRe LEAS@ M-,n.Lc 1 Pike I able and polar )arallel branching of wir'ew on supervised circuits is permiss- a and polarity must be observed. 1v - 70-031 20 pounds Halon Cylinder vJ/REL8ASC- ,.Aoo~LG 1 Pike 7. Detection circ ection circuit wires and alarm circuit-wires should not be run in same conduJ lame conduit unleaa =M aIAeA a-/.°. L__ti - AC~ ° ~ HALON PIPING INSTALLATION. W) W B. All field wiri connecting to field wiring must be checked for shorts, Or•gVounds., before ~~'^~J MNU3 lines. eecting to the control panel, Do not megger the detection 1, ALL PIPE SHALL BE ASTM A-1.06 OR ASTM A-53 BLACK OR a. GALVANIZED, DUAL STENCIL A53/A120 PIPE MAY BE USED, (LACK OR J Lu f BE USED. G) Q z 9. See typical au typical subfloor mounting details, if applicable. 2. ALL FITTINGS SHALL CONFORM TO ASTM A-101 (MALLABLE . N 0.. 1ALLABLE N W 10. A.C. power wit power wiring shall be-run in separate, conduit from, D.C. wiring. IRON 300 LB. CLASS;) ASTM A-234 CSTEEL) ALL DISTRIB'UT1 DISTRIBUTION W ~-0 11. No power, incl PIPING AND FITTINGS MUST BE RATED FOR SCHEDULE 40 MIJ ~owere including emergency battery supply, :hall be '*oansvted WLE 40 MI.N., J V to detection p etection panel Until the Northern Fire BAfety, Inn tech'ni- 3. PIPE TO BE INSTALLED IN COMPLIANCE WITH NFPA 12A. ~O0Z cian is on the is on the job site. 'A 12A. ly = Q 12. Before termina re terminating wiring, to the control, panel, a reading shall 4. ALL PIPES MUST BE RIGIDLY SUPPORTED WITH HANGERS AND/ F U be done to det one to determine that there is no A.C. inductive voltages on OR BRACKETS. ANGERS AND/ W O d wiring. ng. lu 03 e],culation 13. A.C. Power cir 5. ALL PIPE SHALL BE REAMED AND THROUGHLY CLEANED INSIDE Power circuit for the control panel must be a separate dedi- TO REMOVE ALL TRACES OF CUTTING OIL, SCALE, ETC. NED INSIDE oN ROOM: 27.1' X 13.1' X 8.5' 3,017.6 Cu/Ft. cated circuit d circuit for the control panel ONLY. Do NOT connect the ETC. circuit to a s Amount of Halon Provided: 6.59 concentration @ 70OF uit to a shunt trip operated circuit. 6. KEEP NOZZLES AS CLOSE TO THE CEILING AS POSSIBLE. CE N ~ \ T 3017.6 cu/ft X .027 = BO lbs. ING PLATE MAY BE USED BETWEEN NOZZLE AND CEILING TILE SIBLE. CEIL- n ~ o ILI'NG TILE: 1. PIPE MUST BE SECURELY BRACKETED TO WITHSTAND DISCHARG D DISCHARGE. 2: PIPE MUST BE RIGID AND NOT MOVE IN EITHER VERTICAL OR GENERAL INSTALLATION NOTES HORIZONTAL DIRECTION. CARE SHOULD BE TAKEN TO BRACKE ERTICAL OR " o o TO BRACKET 0 tol In the event of an BEHIND TEE OR ELBOW THAT IS ATTACHED TO NOZZLE. ent of an actual Halon Discharge, in order to maintain the proper, ZLE. 2 Halon concentration H LON INFORMATION after any insta41at. centrdfion designed for this room, the followinq must be accomplished R. NOZZLE PLACEMENT SHOULD BE MADE AS CLOSE AS POSSIBLE insta4ation: TO PLANS AS FIELD CONDITIONS ALLOW. POSSIBLE`' Z Q ZQ w 0 1. APPROXIMATE TIME TO CHANGE VOLUME OF AIR 1. All thru the IN ROOM IS g MINUTES. 1 thru the wall and floor penetrations must be sealed.* 9. ALL AIR 'MOVING DEVICES AND CRITICAL EQUIPMENT MUST BE IT MUST BE \ 2. All floor to _ SHUTDOWN THROUGH THE EQUIPMENT CONTACTS UNLESS AIR I 1 floor to wall separation around perimeter of room must RECIRCULATING ONLY THROUGH THE ENCLOSURE PROTECTED BY K b ~ ! LESS AIR IS lu I NF ~Oq RFSPONSrfin Y a •t ICZ 2. SIZE OF EXHAUST FAN IS SHOWN IN HVpC EQUIP. be sealed.* sealed." THE PARTICULAR SYSTEM AND MAKE-UP AIR IS STOPPED. EQ1 OTECTED BY 7TF INTTTa1 [~~•//I = aff SPECIFICATIONS. MENT AND WIRING BY OTHERS. DPPED. EQUIP 0. - AIR FLOW'IS SHOWN ON PLAN 1/EM-1. 3. Weather strip ether stripping around doors and windows must be installed.* ' JG PRODUCT. MGR: c m. W ..'W.~ ju V w 10. THE NUMBER WRITTEN WITHIN THE AGENT STORAGE CONTAINER CONTAINER REAL ESTRTE MGR::-vr~N Loe wa W Z 4. All doors mui 4. OUTDOOR INTAKE-AND EXHAUST DAMPERS SHALL REMAII devices. (If L doors must be kept closed, or utilise magnetic door holder SYMBOL INDICATES THE PROPER WEIGHT OF HALON 1301. vices. (if doors are to be kept open.) F+ 5301. C*TRUCTION MGR: o CLOSED DURINGyHALON DISCHARGE AND SOAK PERI00;' 11. ALL REDUCTIONS IN PIPE SIZE MUST BE MADE BY USING REDI 1h A,4 H 0 a Z AND SHALL OPEN DURING PURGE CLEARING OPERATION 5. All underflot L underfloor areas must be free of debris and vacuumed clean. - ING FITTINGS, REDUCERS, OR SWAGGED NIPPLES. REDUCING USING REUUC 1@R6 I% ENGINEER: EM E g.^Fq ~ '0) 5. HOW FLOODED VOLUME IS.CLEAREO TO OUTSIDE-.',;,- • Sealant must BUSHINGS ARE NOT PERMITTED, EXCEPT AT NOZZLES ON ENGII REDUCING< r Q a J 'I$ SHOWN AND SCHEDULED ON THIS DRAWING. ing compound 31ant must be of non-porous material, such as silicone, soackl- ~ ERED SYSTEMS. ES ON ENGINE- ~~xiWCTURRL ENG: rECTO N~c, ~nJ ~ compound etc. , v269 SURVEYOR: T RP.cv - Q, ZJ .,6 'iOUNTAhOOR MUST COORDIMATE ALL HALON AND HVAC 12. PROTECTED AREA CUBIC VOLUMES ARE CRITICAL TO PROPER PROPER 1Ncs mcrc. L zi a pp a O C Ei}FJIJiI1ENT AS REQUIRED. SYSTEM OPERATION. AREA DIMENSION CHARGES MUST BE RE 1ST BE RE - 6 M Jlp PORTED TO THE SYSTEM DESIGN ENGINEER. ISSUED DRRWINGS TO METRO ONE 13. ALL CYLINDER BRACKETING IS TO BE SECURELY FACTENED TO A WALL, FLOOR OR OTHER SUBSTANTIAL STROCTURE. LC TENED TO "`II kEW LwINRRY DN.Y NOT RE'VIti ;p e;';_ +~I "~T UZ' ,et S 4 14." PIPE LENGTHS ARE APPROXIMATE AND ARE NOT FOR PREFABRI( E PREFABRICATION ED RI D PWPRDYED BY J* Q' oW~ R~VI~IONB O(~q~(~^ pY JGf7; W d ' 1 f7ECIS0 BY 4'3N t~~'lS~d"~oy R.S.HNAMF CO DRTE ~b3 M5 U„ ' df x+tNPERr r5v , nmF-mTkw F qq J 3. 4COVER MOUNT TO WA L' '.~ENERAL NOTES 12. THE CONTRACTOR S W/3/8"0 BOLTS EEL DISK ~ CONTRACTOR SHALL PATCH, REPAIR AND FINISH ALL WALLS, CEILINGS, RS AND BASE AS REQUIRED USING MATCHING MATERIALS. F T I. THE SCOPE OF WORK INCLUDES ALL LABOR, MATERIALS, TOOLS, ETC., REQUIRED FLOORS AND BASE IP11E~ TO COMPLETE THE INTENT OF THE DRAWINGS INCLUDING MECHANICAL AND i A9H1PA-Y*q ELECTRICAL WORK. 13. THE CONTRACTOR I CONTRACTOR IS TO REMOVE AND RELOCATE EXISTING LIGHTING AS PER PLAN. GG LDING POWER 2" e" 2" j C) A c HVAC NOTES: 2. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE STATE BUILDING CODES AND ES: F PHOLE WALL WALL - - - ALL RELEVANT SUBCODES, AS WELL AS APPLICABLE LOCAL ORDINANCES. AUTOMATIC TEMPER 1/4" COPPE R MATIC TEMPERATURE CONTROLS PLATE LD CAVITY FlNISH ED GROUND Fi00 WELD r 3.. THE CONTRACTOR SHALL THOROUGHLY EXAMINE THE,PREMISES AND SHALL BASE HIS A. GENERAL: PROVIDE RAL: PROVIDE ELECTRIC TEMPERATURE AND HUMIDITY CONTROLS AND A n COST PROPOSAL ON THE EXISTING CONDITIONS, y(1TWITHSTANDING ANY RE-WIRED CONTROL IRED CONTROL CENTER. MOLD (ONE HALF SHOWN) NO.2 AWG BARE TINNED COPPER `~J(J cPJAAP TTE PARALA.EL 7AP INFORMATION SHOWN OR NOT SHOWN ON THE CONSTRUCTION PLANS. 4. THE CONTRACTOR SHALL CLARIFY WITH OWNER ANY CONFLICTS BETWEEN THE A.T.C. MANUFACTU MANUFACTURER SHALL FURNISH ALL NECESSARY CONTROL THE WIRING WIRE .LPPLELIENTARY 2u5 DIAGRAMS, PLAN AND EXISTING CONDITIONS OR BETWEEN THE CONSTRUCTION SERVICE CE G SUPERV RAMS, SUPERVISION OF THE CONTROLS INSTALLATION AND A ONE (1) YEAR ICE GUARANTEE OF THE CONTROLS. 12 HLES FOR LONG STAINLESS 3/8"0 BOLTS PLANS THEMSELVES, PRIOR TO SUBMITTAL OF HIS COST PROPOSAL. SEUARRNTE. ® NO. 2 STRANDED COPPER WIRE (PERIPHERAL BUS) THE HVAC CONTRACTOR SHALL MOUNT ALL CONTROLS IN OR ON DUCTWORK. STEEL GROUND S SPACES @ 2" 1" 5. THE CONTRACTOR SHALL OBTAIN AND PAY FOR COMPREHENSIVE LIABILITY 1. THE HVAC CO ® NO. 6 STRANDED COPPER WIRE (UNIT BOND)(@'REErJ WIRE INSURANCE COYERING THE ENTIRE WORK AND COMPENSATION INSURANCE IN THE ELECTRI THE ELECTRICAL CONTRACTOR, AS PART OF HIS CONTRACT, SHALL INSTALL FINISHED TEE GROUND WIRETAP WELD 10" ACCORDANCE WITH APPLICABLE CURRENT LAWS. THE CONTRACTOR SHALL HAVE ALL WALL NO ALL WALL MOUNTED CONTROLS, THE CONTROL CENTER, THE CONTROL MOTORS S © CRIMP TYPE PARALLEL TAP (T&B CO "C TAP" CAT. 54730 FULL CHARGE OF THE WORK UNTIL COMPLETION AND SHALL BEAR RESPONSIBILITY FOR AND HE ALL OF AND HE SHALL FURNISH AND INSTALL THE NECESSARY WIRE AND CONDUIT TYPICAL) OF FOR PROPERTY WHICH MAY BE DAMAGED OR STOLEN WHILE THIS WORK IS IN CONTRACTOR , FOR ALL OF THE CONTROLS, THE HVAC CONTRACT-0R AND THE ELECTRICAL DETAIL CONTRACTOR AS PART OF THEIR CONTRACTS, SHALL PROVIDE THE NECESSARY MANPOWER TO ASSIST THE R.T.C. MANUFACTURER TO CHECK-OUT AND 0 TSB CO "TY-RAP" CAT 50-405A STANDOFF PROGRESS, INCLUDING STORED MATERIALS. FORM OF INSURANCE MENTIONED MANPOWER TO START-UP THE CONTROL SYSTEMS. TYPICAL GROUND ROD TO CABLE CONNECTION 0.190-32 x3/8" RIAf SCREW ABOVE SHALL BE ACCEPTABLE TO OWNER. START-UP THI OE ' 2 GROUND BAR PLATE DETAIL "C" ' 6. THE CONTRACTOR SHALL INITIATE, MAINTAIN AND SUPERVISE ALL SAFETY 2. ALL CONTROL ALL CONTROLS MUST BE PROVIDED BY A DIRECT FACTORY SALES OFFICE OR 4 REQUIRED - NOT TO SCALE OF 3/16" DR. U.S. EXPANSION BOLT CO "TAP-IT" CAT. NO. PRECAUTIONS TO PROTECT THE BUILDING AND ITS OCCUPANTS IN CONNECTION SALES REPRE SALES REPRESENTATIVE. DISTRIBUTORS, DEALERS AND WHOLESALERS OF I 463250 WITH THE WORK, KEEPING THE BUILDING WEATHERTIGHT, PROVIDING DUST CONTROL PRO PROTECTION FOR THE EXISTING PORTION OF THE BUILDING, ERECTING AND CONTROL PRODUCTS SHALL NOT BE ACCEPTABLE. SCREW 12 FI.UG 4„ INSULATED MECHANICAL PIPE © T&B "TY-RAP" CAT TC-15 CABLE TIE MAINTAINING ALL BARRICADES, SHORING AND BRACING. 3. ALL CONTROL ALL CONTROL DAMPERS SHALL BE OF THE OPPOSED BLADE TYPE WITH BLADE ~ LINES TO CONDENSING UNIT ' EDGE AND SI EDGE AND SIDE SEALS. ALL CONTROL MOTORS SHALL BE OF THE SPRING 171 7. THE CONTRACTOR SHALL PROVIDE PROTECTION TO ALL EXISTING FINISHES IN CLOSING, OII CLOSING, OIL IMMERSED, GEAR DRIVE TYPE. ALL ROOM THERMOSTATS , d 5 TY/~~P~I~'C1AL I1ISTALLHTION INTEPlIUf7 PUBLIC AREAS AND SHALL BE RESPONSIBLE TO REPAIR ANY DAIMAGE.S CAUSED BY SHALL BE WI SHALL BE WITHOUT THERMOMETERS. A.I Cf2OUMP 6A6LE SUS Ilt2 1N50L. aTAAN, COPPER HIM' m 2'-0"LONG a 6"91 PVC C6XB.2 STEEL CHANNEL N•T 5. S. THE CONTRACTOR SHALL COORDINATE WITH OWNER DURING CONSTRUCTION, THE B. PRE-WIRED CONTROI JIRED CONTROL CENTER: PROVIDE A PRE-WIREDTGONTROL CENTER TO BE N ISO IN THE EQUIPMENT ROOM AND SHALL BE "TALLY ENCLOSED, O 0. q LAYOUT OF ALL PARTITIONS, CEILING GRID, LIGHT FIXTURES AND RECEPTACLES LOCATED IN THE E PWa q'ENINO CONSTRUCTED Of Cl ERUCTED OF CODE GAGE STEEL WITH HINGED LOCKING DOOR AND GREY PAINT W ~1 FINISHED IN DARK BRONZE (2 COATS) SECURED TO PUG PIPC fAFTE9 WIwN& OBTAINING APPROVAL FOR THE SAME BEFORE PROCEEDING. FINISH. THE CEN B 3H. THE CENTER SHALL HOUSE THE REQUIRED NUMBERED TERMINAL STRIPS,- 19 +Y J WRLL FACE H/ 1/4"0 2 Cofzu LII N. ( CURUES PER 9. THE CONTRACTOR SHALL SUBMIT SPECIFICATION SHEETS FOR ANY PROPOSED RELAYS, LOW VOLT, (S, LOW VOLTAGE TRANSFORMER, LOW VOLTAGE OVERHEAD BREAKER, AND 11BD ' CONDUCT MAXIMUM) \ 1"MA%• DOOR MOUNTED THE \ \ MATERIAL OR EQUIPMENT SUBSTITUTIONS TO OWNER FOR APPROVAL PRIOR TO MOUNTED THERMOSTATS AND HUMIDISTATS. E' \ PURCHASE. C. SPACE TEMPERATURI TEMPERATURE AND HUMIDITY CONTROLS, PROVIDE THERMOSTATS AND 'ANCHOR BOLTS @ 2'-0" D.C. 12 GA. STEEL PLATE cADWELD FINISHED IN DARK BRONZE(2 COATS) )ISTATS TO MAINTAIN CONDITION IN THE EQUIPMENT ROOM. #2AwcBARenNNEO (2 SECTIONS IN VERTICAL \ \ 10. THE CONTRACTOR SHALL SUBMIT A COMPLETE CONSTRUCTION SCHEDULE WITH HIS HUMIDISTATS TO M12' COST PROPOSAL TO OWNER. THE ELECTRIC HEA Q 'n SOLID COPPER WIRE GROUND HOD DIMENSION) SECURED TO ELECTRIC HEAT COIL SHALL REMAIN IN OFF, CONDENSING UNIT SHALL D1 j CHANNELS W/ 1/4" IN OFF AND THE OUTDOOR AIR INTAKE DAMPER SHALL REMAIN CLOSED WHEN ROUND HEAD TO BOLTS @ 2'-0" OC. 11. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND JOB CONDITIONS PRIOR TO REMAIN OFF AND T, CONSTRUCTION AND SHALL REPORT TO OWNER ANY DISCREPANCIES OR OMISSIONS THE AIR HANDLING UP HANDLING FAN 15 NOT RUNNING. \ WHICH WOULD INTERFERE WITH SATISFACTORY COMPLETION OF THE WORK. PROVIDE MANUAL RI Pvc -Pipe DEG. F.) FIRESTA fDE MANUAL RESET TYPE SUPPLY AIR (200 DEG. F.) AND RETURN AIR (125 K o F.) FIRESTATS TO STOP THE SUPPLY AIR FAN. - - TYPICAL DETAIL EXTERIOR To EXTEND 12. ALL WORK IS TO CONFORM WITH THE OWNER'S DRAWINGS AND SPECIFICATIONS. P p it H GROUND RING INSPECTION SLEEVE CONDENSOR LINE 18" 5ELOW CRAPE UPON DEMAND FOR DEMAND FOR SPACE HEATING, A TWO STAGE HEATING THERMOSTAT (60 DEG. A p r4_-~PROTECTIVE COVERING 13. ALL WORK SHALL BE GUARANTEED FOR A PERIOD OF ONE YEAR AFTER DATE OF FJ SHALL ENERG I. iHALL ENERGIZE THE SUPPLY AIR FAN AND CONTROL THE ELECTRIC HEAT c~ 5P6a1 SCALE: 1 1/2" = 1'-0" ro D E T A I L FINAL ACCEPTANCE BY OWNER. COIL IN TWO STAG] IN TWO STAGES. UPON DEMAND FOR COOLING, THE COOLING THERMOSTAT 'I V'nl c'. pl,T.4. 14. ALL DEBRIS AND DIPT SHALL BE REMOVED FROM THE BUILDING AND SITE (76 DEG, F.) SHAI )EG• F.) SHALL ENERGIZE THE CONDENSING UNIT. UPON DEMAND FOR Q NOTE: PERIODICALLY THROUGHOUT DEMOLITION AND CONSTRUCTION. NO ACCUMULATION DEHUMIDIFICATION 1IDIFICATION, THE HUMIDISTAT (50'/,) ONLY, THE COOLING THERMOSTAT (76 - F,) SHALL BE ABLE TO ENERGIZE THE ELECTRIC HEAT COIL IN TWO STAGES MOOR. IN ITN), (D), TO FACILITIATE CRIMPING OF WIRES TO (A), STCAP (F) OF DEBRIS WILL BE TOLERATED. THE SPACE SHALL BE LEFT BROOM SWEPT. DEG. F.) SHALL BI METRO ONE JOB RFFP09iB1I TTTFG INTTTgI EACH SUB-CONTRACTOR SHALL BE RESPONSIBLE FOR HIS OWN CLEAN 'JP. TO PROVIDE THE RI 7OVIDE THE REQUIRED REHEAT. (E) FOR (J) SHALL BE INSTALLED IN POSITION (FI) UNTIL ALL CRIMPS ARE MADE, THEN ADJUSTED TO POSITION (F2). JGR PRODUCT. MGR:', 'go' s 15. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS AND ARRANGE FOR A TIMER SHALL ENE 1ER SHALL ENERGIZE THE EQUIPMENT ROOM EXHAUST FAN, ENERGIZE THE kwk (N) 9 11 REQUIRED INSPECTIONS. SUPPLY AIR FAN Al .Y AIR FAN AND OPEN THE MOTORIZED OUTDOOR AIR INTAKE DAMPER FOR TEN S d $ LEGEND 1G1~ (A) NO.2 AWG B Ak STRANDED EOPPER WIRE REAL ESTRTE MGR! L . R PZIMBa, MINUTES OUT OF Et 'ES OUT OF EVERY HOUR, OTHERWISE, THE DAMPER SHALL REMAIN CLOSED 7HE SUPPLY AIR F'AN SHALL BE ENERGIZED UPON DEMAND FOR COOLING (76 (PERIPHERAL BUS) CONSTRUCTION MGR:ta~s (il0 ,~F~ ~I• "T .~r6. DRAWINGS ARE NOT TO BE SCALED. AND THE SUPPLY A. DEG. F.), DEHUMII F.), DEHUMIDIFICATION (50%) OR HEATING (60 DEG. F.). IF I) 1 _ (B) NO.6 AWG GREEN INSULATED STRANDED COPPER WIRE RADIO ENGINEER: bl•ruJR! WI-M" 1.85 l£ 17. PROVIDE BID AS PER DRAWINGS. ANY ALTERNATE PRODUCT EQUAL OR BETTER IN QUALITY SHALL BE PROVIDED AS SEPARATE BID. ALL SUBSTITUTIONS SHALL BE ELECTRICAL SERVICE NI 9L SERVICE NOTES: A, a (UNIT BOND) EE OTE I (D) (E) (C) CRIMP TYPE PARALLEL TAP (TLB CO "C TAP" CAT STRUCTURAL ENG: APPROVED BY OWNER. 54730 TYPICAL (0) DRYWALL (ILLUSTRATED), CONCRETE, BRICK OR JGR SURVEYOR) Lo i2dW`L~e 1. THE ELECTRICAL C[ [LECTRICAL CONTRACTOR SHALL OBTAIN FROM THE LOCAL UTILITY POWER AND (C) OTHER WALL MATERIAL F1 18. ALL SHOP DRAWINGS SHALL BE APPROVED BY OWNER. LIGHT COMPANY, TI - COMPANY, THEIR FAULT CURRENT SHORT CIRCUIT INTERRUPTION CAPACITY IUILDING SECONDARY SERVICE REQUIREMENTS. ELECTRICAL CONTRACTOR 8 (E) 1 X 2 WOOD .°LEEPER 9'K'FROM FLOOR (TYPICAL Z^JW& • &Z; ~I«` Lvwfmoiz FOR BUILDING SECC . COORDINATE HIS WORK WITH THE REQUIREMENTS OF THE UTILITY POWER FOR DRYWALL) _ CN 19. REFRIGERANT SUCTION PIPING SHALL BE INSULATED WITH 1/21" THICKNESS SHALL COORDINATE CLOSED CELL NECPRENE INSULATION WITH ALL BUTT JOINTS AND LONGITUDINAL AND LIGHT COMPANI IGHT COMPANY BY ADJUSTINGy FURNISHING, AND INSTALLING CODE SIZE. : d (F) TAB CO 'TY-RAP" CAT TC-15 CABLE TIE OR EQUIVALENT JOINTS JOINED WITH ADHESIVE. INSULATION SHALL BE MANUFACTURED BY CIRCUIT BREAKER F 1IT BREAKER AND/OR SWITCH AND FUSE (TO ASCERTAIN, THE REQUIRED SHORT '(J) - (1) IN INSTALLING POSITION (2) IN FINAL POSITION RUBATEX. CIRCUIT PROTECTIE IT PROTECTION TO ALL EQUIPMENT), OF THE RDEQUATE FRAME SIZES TO n A-k (N) 9 , (G) TAUS CO EQUIVALENT RAP" CAT SO-40SA'STANDOFF OR HANDLE POWER COMF E POWER COMPANY'S FAULT CURRENT INTERRgffNG CAPACITY (F2) (0) (B) (H) P.168625 ANN SCREW 20. AIR CONDITIONING, EXHAUST FAN AND DAMPER WIRING SHALL EE IN ACCORDANCE REQUIREMENTS. fF REMENTS. (ALL FUSES SHALL BE CURRENT LIMITING HIGH INTERRUPTING w f- (J) U.S. EXPANSION BOLT CO "TAP-IT' CAT. NO 463250 NYLON FASTENER OR EQUIVALENT WITH MANUFACTURER'S SHOP DRAWINGS. TYPE), IA1 21. CONTROLS SHALL BE WIRED BY E-ECTRICAL CONTRACTOR IN ACCORDANCE TO 2. THE ELECTRICAL P( 7LECTRICAL POWER AND LIGHTING SYSTEM HAS BEEN DESIGNED TO L JO ' Fig. 4-Wall Support Assembly for Peripheral Bus MANUFACTURER'S SHOP DRAWINGS. ACCOMMODATE A 12, 1MODATE A 120/208 VOLT 3-PHASE 4 WIRE-60 HERTZ SECONDARY SK A DISTRIBUTION THAI tIBUTION THROUGHOUT THE PROJECT, crO V ~ In hi RR rnNNPrT FMFRGFNCY RATTFRY PACK/LIGHT TO LIGHTING CIRCUIT AHEAD OF ALL N V 3 LOCAL SWITCHING. 3. IF THE LOCAL IUTII 1E LOCAL UTILITY POWER EAND M LIGHT COMPANY DESIGNATES ANOTHER VOLTAGE \ w' SECONDARY DISTRII O1 Z IDRRV DISTRIBUTION SYSTEM OTHER THAN THE SYSTEM AS DESIGNED - IT nTYPI GA L WALL 5U P_PO RT A55 EM BLY I~ 23. HVAC FAN TO SHUT DOWN WHEN SMOKE DETECTORS ACTIVATE. SHALL BE THE REST BE THE RESPONSIBILITY OF THE ELECTRICAL CONTRACTOR TO OBTAIN ALL 0. REQUIREMENTS NECE REMENTS NECESSARY TO FURNISH AND PROVIDE THE BUILDING (PROJECT IN C4 ul WITH POWER AND LIGHT DISTRIBUTION BY PANELBOARD ADJUSTMENTS 24. COORDINATE ELECTRIC SERVICE REQUIREMENTS - 120/208V, 10, 3W, 200 AMP TOTAL) WITH POWEI )SIVELY. J.C~,. AND METERING WITH BUILDING OWNER AND UTILITY COMPANY. INCLUSIVELY. QO g,~ DEMOLITION NOTE (WHEN APPLICABLE): 4. IF INCOMING SERV'. $COMING SERVICE FEEDERS ORE RUN AND GROUNDED BY UTILITY POWER AND m rn'jl' Q, GROUND ROD INSPECTION SLEEVES (TYP) LIGHT COMPANY, TI f COMPANY, THEN ELECTRICAL CONTRACTOR SHALL FURNISH AND INSTALL ALL C{ H @), SEE DETAIL 1 d 3/SPEC-1 AND NOTE: 1. THE CONTRACTOR SHALL BE HELDTOTALLY RESPONSIBLE FOR ALL DEMOLITION. NECESSARY CONDUI" ;SARY CONDUITS BETWEEN METER AND UTILITY COMPANY TRANSFORMER. Q G 0 W ~ O THIS DRAWING IS ONLY A GRAPHIC REPRESENTATION OF THE EXTENT OF i NOTES: u L DEMOLITION AND SHALL NOT BE CONSIDERED AS THE TOTAL DEMOLITION REQUIRED GROUNDING NOTES; CONTRACTOR TO FURNISH RND INSTALL TO SATISFY THIS CONTRACT. DEMOLITION IS TO BE COORDINATED WITH OWNER FOR ITEMS NOT IMPLIED OR SPECIFIED ON DRAWINGS. 1. ALL CONNECTIONS :CNNECTIDNS TO EXTERIOR GROUND RING TO BE WELDED STEEL TO STEEL OR J~-- --------rte - 1" DIR x 10'-0" COPPER GROUND ROD-ERRTH CADWELDED. :LDE?. 0 IlJ GROUND RT EXTERIOR OF BUILDING 2. THE CONTRACTOR SHALL VISIT THE SITE AND MAKE HIS OWN ESTIMATION OF THE VERIFY LOCRTION WITH BUILDING OWNER EXTENT OF THE DEMOLITION WORK REQUIRED TO COMPLETELY REMOVE THE WORK AS 2. ALL CONNECTIONS :ONNECTIONS TO EXTERIOR RING TO BE MADE AT MID-SPAN BETWEEN GROUND ° F---{ I PRIOR TO INSTRLLRTION INDICATED ON THE DRAWINGS. RODS. CRDWELD #2 RWG. GROUND CRBLE TO GROUND 3. GROUND ALL METALL lam- ID ALL METALLIC PIPES/ SERVICES ENTERING THE BUILDING AND ANY METAL ° r I ROD. RESISTRNCE TO GROUND TO BE 5 OHMS OR 3. ALL MATERIALS FORMING R PERMANENT PART THE WORK TO BE DEMOLISHED UNDER THIS CONTRACT SHALL (UNLESS OTHERWISE SPECIFIED) BECOME THE FENCES, STAIR RA ES, STAIR RAILS, ETC., WITHIN 6 FEET OF BUILDING. Cl ° 3 W C I ~ I I ~ I f e LESS FIELD VERIFY ONCE INSTRLLED PROPERTY OF THE CONTRACTOR AND SHALL BE'COMPLETELY REMOVED FROM THE SITE BY HIM AT HIS OWN COST AND EXPENSE. 4, UNISTRUT CABLE R( "RUT CABLE RACK FROM ANTENNA TO BUILDING (FURNISHED BY OTHERS) TO I I BE GROUNDED TO E; 7OUNDED TO EXTERIOR GROUND RING WITH k2 AWG BARE TINNED COPPER ID BY THIS CONTRACTOR. C=) ° Q I J \ INTERIOR GROUNDING TO BE PROVIDED -0 4. THE WORK OF DEMOLISHING THE WALLS SHALL BE CARRIED ON IN A MANNER THAT GROUND BY THIS C( CRDWELD TO PERIMETER STEEL 'OF PREFRB WILL INSURE ADJACENT AREAS AGAINST ANY DAMAGES WHICH MIGHT OCCUR FROM BY PREFAB BUILDING COMPANY BUILDING (TYP @ 6 LOCRTIONS) FALLING DEBRIS OR OTHER CAUSE AND SO AS NOT TO INTERFERE WITH THE USE 5. ALL EXTERIOR GROL EXTERIOR GROUND RING WIRE TO BE 82 AWG TINNED COPPER WIRE. Q OF ADJACENT AREAS OR THE FREE AND SAFE PASSAGE TO AND FROM THE SAME. I ~ 6, ALL GROUNDING WOF ;ROUNDING WORK TO BE IN ACCORDANCE WITH ARTICLE 250 OF THE NEC-1984 5. THE CONTRACTOR SHALL REPAIR AT HIS OWN EXPENSE ANY DAMAGE DONE TO EDITION. !ON. ? o o~ #2 RWG. BRRE TINNED COPPER GROUND PROPERTY OF THE OWNER OR THE LANDLORD, AND ANY OTHER PERSON OR PERSONS 'MENT RACKS AND BATTERY RACKS BY DTHER5* •I}NRL CONNECTIONS TO THIS MIN 18" BELOW FIN. GRRDE (TYP) ON OR OFF THE PREMISES BY REASON OF THE CONTRACTOR'S WORK HEREUNDER. 7. EQUIPMENT RACKS P EQUIPMENT BY OTHE 'MENT BY OTHERS. 6. THE CONTRACTOR SHALL PROVIDE A DUST CURTAIN AROUND STRUCTURES BEING 4 DEMOLISHED AS INDICATED ON THE DRAWINGS TO SAFEGUARD THE PUBLIC FROM S. ALL GROUNDING TO ~ROUNDING TO INTERIOR GROUND RING BY OTHERS. MOTOROLA IS GROUND BAR PLATE SEE CRDWELD TO EXTERIOR PERIMETER GROUND INJURY. RESPONSIBLE FOR F ILE FOR ALL GROUNDING OF, MOTOROLA SUPPLIED/ INSTALLED F-i DETAIL -C AND 2/SPEC-1 RING (TYPICRL) EQUIPMENT. MENT ~I 7. NO ACCUMULATION OF DEBRIS OR DEMOLISHED MATERIALS WILL BE PERMITTED. L - r W x, I I I I #2 RWG BRRE TINNED COPPER GROUND - MIN B, UPON COMPLETION OF THE WORK UNDER THIS DIVISION, THE CONTRACTOR SHALL 18" BELOW FIN. GRRDE (TYP) REMOVE ALL TOOLS AND MATERIALS, PLANT APPARATUS AND TOOL SHEDS, AND RUBBISH OF EVERY SORT AND LEAVE THE PREMISES CLEAN, NEAT AND ORDERLY TO ISSUED DRAWINGS TO METRO ONE 3M [L THE ENTIRE SAIISFACTION OF THE OWNER. O PRELIMINARY DNLY [NOT REVIEWED BY JGRI ~ I• UP TO GROUND BRR RT INTERIOR WRLL R. ALL WORD UNDER THIS DIVISION SHALL COMPLY WITH ALL STATE AND CITY LAWS I ( NOTE ~XTERIO2 GR,o LJNDII~+GI ( INCLUDED :-~14AINLINK (TYPICRL n 4 CORNERS) AND CODES WITH ALL FROMULGATIONS OF PUBLIC BODIES HAVING JURISDICTION. R 'REVIEWED AND APPROVED BY JGA FENGe G~2DUtvbED IT-4 I 10. ALL DEMOLITION SHALL BE DONE DURING HOURS ACCEPTABLE BY THE MALL. THE lu, Q jwt ''aeL~~ CONTRACTOR SHALL CONTACT THE BUILDING MANAGER TO COORDINATE DEBRIS REVISIONS RF-VIEWED 0 APPROVED BY MR + - - - - - - - J REMOVAL AND DELIVERIES. rv T`i CJ CHECKED BY f!• Yy It. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO MAINTAIN FREE ACCESS FOR ORTE ~V`S ~~o K;- EXTERIOR GROUNDING PLAN ALL TENANTS, SERVICE PERSONNEL AND THE PUBLIC THROUGH THE AREAS INVOLVED. JUENGERT GRUTZMRCHER flB50CIRTEB, PA SPEC-1 R 5 KNAPP CO